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4701 Otis Street
CONTRACTOR INFORMATION Contractor Business Name Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123- 4567) Contractor Email Address Elkhorn Heating & Air Conditioning, Inc. `18181931161 303-975-8809 kimberly@elkhvac.com Retype Contractor kimberly@elkhvac.com Email Address DESCRIPTION OF WORK What type of Air Conditioner replacement unit are you installing? How many tons is the unit? For AC - what is the SEER? For Evaporative Coolers, what is the CFMs? 1 23 - Single Zone Ductless Minisplit Where is the unit Wall Bracket located (for example, rooftop, backyard on ground etc)? Is electrical needed for Yes re -hook? Provide Electrical 100310 Contractor's Wheat Ridge License No. Project Value (contract 5943 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Kimberly Neal Pe rm it Email not displaying correctly? View it in your browser. From: no-reolvCalci.wheatridae.co.us To: CommDev Permits Subject: Online Form Submittal: PERMIT APPLICATION Air Condiboner/Evaporative Cooler Date: Friday, May 13, 2022 8:06:27 AM CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Report any suspicious activities to the IT Division. PERMIT APPLICATION Air Conditioner/Evaporative Cooler This application is exclusively for AIR CONDITIONER OR EVAPORATIVE COOLER. YOU MUST ATTACH THE ELECTRONIC PAYMENT FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Is this a new install or replacement for an existing AC unit? Is this Residential or Commercial? New Unit Installation Residential Property Address 4701 Otis St Property Owner Name Steven MacDonald Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" 303-274-1940 Field not completed. From: no-reolvCalci.wheatridae.co.us To: CommDev Permits Subject: Online Form Submittal: PERMIT APPLICATION Residential Window/Door Replacement Date: Monday, April 18, 2022 3:02:14 PM CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Report any suspicious activities to the IT Division. PERMIT APPLICATION Residential Window/Door Replacement This application is exclusively for RESIDENTIAL REPLACEMENT WINDOWS and DOORS - LIKE FOR LIKE ONLY. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM AND WINDOW/DOOR CUTSHEET (SPEC SHEET) IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for Yes replacement window(s) and/or door(s) like for like? PROPERTY INFORMATION Property Address 4701 otis st Property Owner Name Steve macdonald Property Owner Phone 303-274-1940 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Field not completed. Attach City of Wheat cc auth macdonald.odf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTRACTOR INFORMATION Contractor Business seiler construction Name Contractor's License 180220 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 303-945-1519 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email mbeaudoin@renewalcolorado.com Address Retype Contractor mbeaudoin@renewalcolorado.com Email Address DESCRIPTION OF WORK What is being replaced Doors Number of window 1 and/or doors being replaced Location of entry window(s)/door(s) being replaced (for example, master bedroom, kitchen, bathroom, etc): What is the u -value of .22 the window(s)/door(s)? City of Wheat Ridge requires the u -value to be .30 or better on windows.. Attach copy of macdonald specs ndf window/door cut sheets showing sizes and u - value Attach any additional Field not completed. documentation Attach any additional Field not completed. documentation Project Value (contract 7417 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Mackenzie Beaudoin Pe rm it Email not displaying correctly? View it in your browser. Inspection Type: Job Address: Permit Number: CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE .J No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections are complete, schedule re -inspection online. Date: Inspector DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: 4L%O� O Sl Permit Number: �� row 4 _I No one available for inspection: Time So AM/PM Re -Inspection required: Yes No When corrections are complete, schedule re -inspection online. Date: 2_42-02 � Inspector: DO NOT REMOVE THIS NOTICE Z( City of Wheat Ridge Residential Foundation Repair PERMIT - 202000642 a PERMIT NO: 202000642 ISSUED: 04/13/2020 JOB ADDRESS: 4701 Otis St EXPIRES: 04/13/2021 JOB DESCRIPTION: Foundation repair, 9 helical piers on front porch and adjacent sides. *** CONTACTS *** OWNER (303)274-1940 MACDONALD STEVEN J SUB (303)805-8751 RODNEY MARTIN 060125 COMPLETE BASEMENT SYSTEMS *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 19,806.00 FEES Total Valuation 0.00 Plan Review Fee 235.82 Use Tax 415.93 Permit Fee 362.80 ** TOTAL ** 1,014.55 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Inspection by Wheat Ridge Building Inspector required prior to backfill. Observation letter from Engineer to be provided to Wheat Ridge Building Inspector at Final Inspection. City of Wheat Ridge Residential Foundation Repair PERMIT - 202000642 ro PERMIT NO: 202000642 ISSUED: 04/13/2020 JOB ADDRESS: 4701 Otis St EXPIRES: 04/13/2021 JOB DESCRIPTION: Foundation repair, 9 helical piers on front porch and adjacent sides. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include al[ entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Re uests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days madete granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issu c 'or ranting o permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any applica de any or ance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Dina Kemp From: no-reply@ci.wheatridge.co.us Sent: Thursday, April 2, 2020 10:04 AM To: CommDev Permits Subject: Online Form Submittal: Foundation Repair Categories: Dina Foundation Repair This application is exclusively for FOUNDATION REPAIRS. YOU MUST ATTACH A VALID ELECTRONIC PAYMENT ORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED Is this application for a Yes Foundation Repair? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Address Attach Electronic Payment Form - **DO NOT ATTACH RANDOM DOCUMENTS* 4701 Otis Street, Wheat Ridge, CO 80033 Steve MacDonald 303-274-1940 stevemacdonald@me.com Wheatrid a Electronic Payment Form 1 . df CONTRACTOR INFORMATION Contractor Business Complete Basement Systems Name 1 Wheat Ridge Contractor's 60125 License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 303-805-8751 Number (enter WITH dashes, eg 303-123-4567) Contractor Email Address cbs.permits@completebasementsystems.net Retype Contractor Email cbs.permits@completebasementsystems.net Address DESCRIPTION OF WORK Location of Work Foundation Exterior, Front Porch and adjacent sides How is repair being Helical Piers done? Piers, strips, etc. # of Piers or Strips 9 Helical Piers Upload engineer letter or Obv Letter.pdf pages on 8 1/2" x 11" only Repair Plan Set on 4701 Plans. Pdf 11 "x17" only - if applicable Project Value (contract 19,806.00 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Greg Knapp Permit I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Email not displaying correctly? View it in your browser. :z or � ENGINEERING INSPECTION PLAN OF REPAIR FOR Mr. Steve MacDonald 4701 Otis Street Wheat Ridge, CO 80033 Job # 6315 March 17, 2020 �RPDo L/c� is 48386 �%-I ,SSZONAL�- .6A. City of COW heat Rjde MMUNI"TY DEVELOPMENT APPROVED Zachoriah J. Ballard, MCE, Reviewed for Code Compiiance (#48386) 4/3/?n2n P s Examiner Date VAItIky of oennit: The issuance of a permit or approval of plans spec4kownr and computations shaft not be o permit for, or an approval of, any motabon ea any of the provisions of the budding code or of a(v CRY ordinavuxs. Permits presuming to gw outhorlty to violohe or cancel the pro isfons of thatiwAft coda or other ordtn000es of the City shall not be vahat 1 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@ LEVELINSPECTIONSCO.COM STRUCTURAL GENERAL CONDITIONS Contractor shall maintain comprehensive general liability, workman's compensation, automobile liability and/or other insurance as appropriate for the work performed which will provide protection form any and all construction or completed operations claims. Certificates of Insurance shall be provided to LEVEL ENGINEERING LLC and/or the Client upon request. The limits will not be less than the minimum mandatory amounts required by the State of Colorado. All construction shall be performed in accordance with all applicable codes and standards, and good construction practices. Contractor shall obtain and pay for any and all permit fees, taxes and licenses required by governing agencies to complete the work. Contractor shall be responsible for all labor, materials, equipment, tools, operations and any other item necessary for proper completion of the work. Contractor should visit site prior to bid submittal to fully understand the scope of the project and the conditions at the site. By submitting a bid for the work proposed in this PLAN OF REPAIR, the contractor is implying that they have fully reviewed all associated documents and that they have full understanding of the work to be completed. The Contractor shall conduct a full review of this PLAN OF REPAIR prior to beginning work. If during this review or at any time during the construction process the contractor notes any errors or omissions in the plan, work shall be stopped and LEVEL ENGINEERING LLC shall be contacted immediately. Recommendations and specifications contained herein are based on general assumptions of the conditions, some of which cannot be observed during typical nondestructive visual observations. If unexpected conditions are encountered during the course of work, the Contractor shall contact LEVEL ENGINEERING LLC prior to proceeding. The Client shall provide water and electric hook-ups for temporary use. (Contractor must pre- arrange with Owner.) All utility lines and easements shall be located, marked and protected from damage throughout the performance of the work. Contractor shall call for utility locations unless other arrangements are made. Any damage to utility lines caused by the Contractor shall be repaired at the Contractor's expense. Contractor shall field verify all dimensions and existing conditions prior to commencement of work. Contractor shall notify LEVEL ENGINEERING LLC upon determination of any significant variation of the information provided on the attached documentation for his/her interpretation and decision, and such decision shall be final. Information provided regarding the existing conditions are believed to be accurate, however, Contractor shall be responsible for, and shall only use, his/her own measurements to verify existing conditions. THE REPAIR DESIGN Prepared by LEVEL Engineering, LLC makes no provisions for construction conditions that may arise during the performance of the work. Contractor shall be responsible for maintaining the stability and integrity of existing structures (bracing, shoring, benching, etc.). 2 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC � at Wheat Ridge Contractor shall be responsible for the acts or omissions of his/her agents and subcontractors in the performance of their work. The Contractor shall be responsible for the means, methods, techniques, and sequences of construction. Existing material or property outside the scope of work that is damaged during construction shall be repaired to match their pre -construction condition at Contractor's expense. Unless noted otherwise, no substitutions or deviations from the repair plan and specifications are permitted without the express approval of LEVEL ENGINEERING LLC. Unauthorized modifications to the repair plan and specifications may deem the work unacceptable. All unacceptable work shall be promptly correct at the Contractor's expense under the direction of the LEVEL ENGINEERING LLC. Contractor shall maintain safe jobsite. The Contractor is to stack all necessary equipment and materials in a low traffic rea or in an area that will ensure the safety of all individuals potentially present at this site during construction. OSHA standards shall be used as a guideline. Contractor shall keep the jobsite thoroughly clean at the end of each day. All surplus materials shall be safely stacked in a low traffic area or hauled away from the site. Contractor agrees to perform the work in a diligent manner and in full conformance with the repair plan. If a condition arises during the repair process which requires a change in the scope of work, LEVEL ENGINEERING LLC may submit addendums or modifications to the design which may add, delete or modify the scope of repair. Performance of any extra work, or payment for same, shall only be considered upon prior written authorization from Client. This document is for bid purposes only, The Contractor shall be responsible for utilizing a qualified Colorado Licensed Professional Engineer to inspect the repair work and to verify that the repair specifications described within this document are in compliance with local building codes and applicable Manufacturer standards. The proposal shall include a description of the Contractor's Warranty Terms and Conditions was well as Warranty Limitations. The proposal shall also include a description of the system as applicable. CONCRETE All concrete shall conform to the most recent editions of the Building Code and ACI 318 adopted by the governing agencies in which the project is to be completed. All concrete shall have a 28 day compressive strength of 3000 psi. All concrete shall have a maximum aggregate size of and no pea -gravel shall be used without written approval of this office. Minimum concrete coverage for steel reinforcement shall be as follows: Concrete cast against and permanently exposed to earth .......................... 3" Concrete cast in forms and exposed to earth or weather No. 6 bar and larger..................................................2" 3 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC CRY of Wheat Ridge No. 5 bar and smaller ................................................ 1-1 /2" Concrete not exposed to weather or in contact with ground .......................1-1 /2" Non -shrink grout shall conform to ASTM C-1107 Care shall be taken to properly consolidate concrete thoroughly without causing segregation of the materials. STEEL REINFORCEMENT All reinforcement steel shall be deformed bars conforming to ASTM A-615, grade 60. Welding of steel reinforcement shall conform to AWS D-1.4. Provide chairs concrete blocks, spacer bars, ties, etc. As required to securely hold bars in place. When reinforcement must be spliced the bars should overlap at least 24', UNO. Overlapping bars shall be securely tied together with wire ties. Provide a minimum concrete cover of 3" where concrete is cast on the surface of the ground and 1-12" at all other locations, UNO. STRUCTURAL STEEL AND BOLTS All steel fabrication and installation shall conform to the latest addition of the AISC Manual of Steel Construction. All welding shall be completed by a certified welder using an AWS prequalified welding method in accordance with the requirements specified by the AWS in the structural welding code. E70xx electrodes shall be used for welds. All structural steel shall conform to ASTM A-36, UNO. All wide flange beams shall conform to ASTM A-572, grade 50. All pipe columns shall conform to ASTMA-53, grade B or A-501 All tube steel shall conform to STM A-500, Grade B. Bolts and all -thread shall comply with ASTM A-325 Epoxy for epoxy bolts shall be Hilti Hit HY-150 or approved equal. Expansion bolts shall be Hilti Kwik Bolt III Expansion Anchors or approved equal. HELICAL PIERS/SOIL ANCHORS The Helical Pier and concrete contractor shall be fully experienced in all aspects of helical pier installation. 4 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC �01Y of Wheat Ridge SPECIFICATION FOR HELICAL PILE FOUNDATIONS COMPRESSION APPLICATIONS 1 SCOPE 1.1 The work consists of designing, furnishing and installing helical piles and load transfer devices used to support compressive loads according to the project Plans and these specifications. 1.2 The parties and contract terms referred to in this specification are asfollows: 1.2.1 The Owner is the person or entity that owns the facility or will own the facility once it is completed. The Owner may have contractual agreements with, and be represented by, other parties such as engineers, architects or contractors that perform services under the direction of the Owner. Where Owner is used in this specification, it refers to the owner or the Owner's contracted representatives separate from the Installing Contractor. 1.2.2 The Pile Designer is the individual or firm generally hired by the Installing Contractor to design the helical piles. 1.2.3 The Installing Contractor installs and tests (if necessary) the helical piles, and possibly performs other tasks associated with the project. 1.2.4 The Plans refer to the contract documents; including but not limited to the drawings and specifications for the project. 1.3 The work may include helical pile load testing. 1.4 The Owner will be responsible for obtaining any right-of-way or easement access permits necessary for the helical pile installation. 1.5 Unless otherwise noted, the Installing Contractor shall provide all labor,tools, equipment and materials necessary to accomplish the work. 1.6 The Owner will provide suitable access to the construction site forthe Installing Contractor's personnel and equipment. 1.7 Unless specifically noted otherwise in the contract documents, the Owner will remove and replace any structures, utilities, pavements, landscaping orother surficial improvements in the work area as necessary to facilitate the work. 1.8 The Owner will be responsible for overall construction oversight to preclude the development of unsafe conditions. 1.9 The Owner will be responsible for a horizontal field survey of the helical pile locations prior to helical pile installation and an elevation survey to determine pile shaft cutoff height subsequent to helical pile installation. 1.10 The work does not include any post -construction monitoring of pile performance unless specifically noted otherwise in the contract documents. 2 REFERENCES 2.1 American Institute of Steel Construction (AISC) 2.1.1 AISC 360: Specification for Structural Steel Buildings 5 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC / city of Wheat Ridge 2.2 American Society for Testing and Materials (ASTM) 2.2.1 ASTM A36: Carbon Structural Steel 2.2.2 ASTM A123: Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products 2.2.3 ASTM A153: Zinc Coating (Hot -Dip) on Iron and Steel Hardware 2.2.4 ASTM A307: Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength 2.2.5 ASTM A325: Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength 2.2.6 ASTM A500: Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes 2.2.7 ASTM A513: Electric -Resistance Welded Carbon and Alloy Steel MechanicalTubing 2.2.8 ASTM A572: High -Strength Low -Alloy Columbian -Vanadium StructuralSteel 2.2.9 ASTM B633: Electrodeposited Coatings of Zinc on Iron and Steel 2.2.10 ASTM D1 143: Deep Foundations Under Static Axial Compressive Load 2.3 International Code Council Evaluation Services (ICC -ES) 2.3.1 Acceptance Criteria 358 (AC358): Acceptance Criteria for Helical Pile Systems and Devices 2.4 Society of Automotive Engineers (SAE) 2.4.1 SAE J429: Mechanical and Material Requirements for Externally Threaded Fasteners 3 DEFINITIONS 3.1 The following terms apply to helical piles used to support compressive loads: 3.1.1 Allowable Stress Design: A structural and geotechnical design methodology that states that the summation of the actual estimated loads (nominal loads) must be less than or equal to the allowable design load (required strength). Allowable loads are obtained by dividing a nominal resistance (strength) by an appropriate factor of safety. 3.1.2 Bearing Stratum: The soil layer (or layers) that provide the helical pile end -bearing capacity through load transfer from the helical plates. 3.1.3 Crowd: Axial compressive force applied to the helical pile shaft as needed during installation to ensure the pile advances at a rate approximately equal to the helix pitch for each revolution. 3.1.4 Design Loads: A generic and ambiguous term used to describe any load used in design. It is not specific to factored or unfactored loads or any particular design methodology. It is a term; therefore, that should be avoided when specifying load requirements. FSI recommends using the term service load, nominal load or factored load, as described herein, where applicable. 3.1.5 Design Strength: A term used in structural design which is defined as the productof the nominal strength and the applicable resistance factor. An equivalent term typically used in geotechnical design is, also sometimes referred to as factored resistance (Load and Resistance Factor Design). 3.1.6 Extension Section: Helical pile shaft sections connected to the lead section or other extension sections to advance the helix plates to the required bearing depth. PI -'- extensions (without helix plates) or helical extensions (with one or more helix plat 6 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC / city of Wheat Ridge may be used depending upon soil conditions or project requirements. 3.1.7 Factor of Safety: The ratio of the ultimate pile capacity or nominal resistance (strength) to the nominal or service load used in the design of any helical pile component or interface (Allowable Stress Design). 3.1.8 Factored Load: The product of a nominal load and an applicable load factor (Load and Resistance Factor Design). 3.1.9 Factored Resistance: The product of a nominal resistance and an applicable resistance factor (Load and Resistance and Factor Design). 3.1.10 Geotechnical Capacity: The maximum load or the load at a specified limitstate, that can be resisted through the piles interaction with the bearing soils (see also Ultimate Pile Capacity). 3.1.11 Helical Pile: Consists of a central steel shaft with one or more helix -shaped bearing plates and a load transfer device (bracket) that allows attachment to structures. Helical piles are installed into the ground by application of torque and axial compressive force ("crowd"). 3.1.12 Helix (Helical) Plate: Generally round steel plate formed into a helical spiral and welded to the central steel shaft. When rotated in the ground, the helixshape provides thrust along the pile's longitudinal axis thus aiding in pile installation. The plate transfers axial load to the soil through bearing. 3.1.13 Helix Pitch: The distance measured along the axis of the shaft between the leading and trailing edges of the helix plate. 3.1.14 Lead Section: The first helical pile shaft component installed into the soil. It consists of one or more helical plates welded to a central steel shaft. 3.1.15 Limit State: A condition beyond which a helical pile component or interface becomes unfit for service and is judged to no longer be useful for its intended function (serviceability limit state) or to be unsafe (ultimate limit state (strength)). 3.1.16 Load and Resistance Factor Design: A structural and geotechnical design methodology that states that the Factored Resistance (Design Strength) must be greater than or equal to the summation of the applied factored loads. 3.1.17 Load Factor: A factor that accounts for the probability of deviation of the actual load from the predicted nominal load due to variability of material properties, workmanship, type of failure and uncertainty in the prediction of the load (Load and Resistance Factor Design). 3.1.18 Load Test: A process to test the ultimate pile capacity and relation of applied load to pile head settlement by application of a known load on the helical pile head and monitoring movement over a specific time period. 3.1.19 Loads: Forces that result from the weight of all building materials, occupants and their possessions, environmental effects, differential movement, and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitude. All other loads are variable loads (see also Nominal Loads). 3.1.20 Mechanical Strength: The maximum load or the load at a specified limit state that can be resisted by the structural elements of a helical pile. 3.1.21 Net Deflection: The total settlement at the pile head minus the theoretical elastic deformation of the pile shaft during a load test. 3.1.22 Nominal Loads: The magnitude of the loads specified, which include dead, live, 7 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSC /000�Cky of Wheat Ridge wind, snow, rain, flood and earthquakes (also referred to as service loads or working loads). 3.1.23 Nominal Resistance: The pile capacity at a specified ultimate limitstate (Load and Resistance Factor Design). See Ultimate Pile Capacity. 3.1.24 Nominal Strength: A term used in structural design which is defined as the structure or member capacity at a specified strength limit state. See Ultimate Pile Capacity. 3.1.25 Resistance Factor: A factor that accounts for the probability of deviation of the actual resistance (strength) from the predicted nominal resistance (strength) due to variability of material properties, workmanship, type of failure and uncertainties in the analysis (Load and Resistance Factor Design). 3.1.26 Service Loads: See "Nominal Loads" above. 3.1.27 Ultimate Pile Capacity: The helical pile capacity based on the least capacity determined from applicable ultimate limit states for mechanical and geotechnical capacity. 1.1 SCOPE OF WORK The work shall consist of the Helical Pile Contractor furnishing all labor, tools, equipment, materials and supervision to install Helical Piles according to the specifications contained herein and shown on the construction drawings. The Helical Pile Contractor shall install the helical pile which will provide a minimum load capacity of 3.500 ft/lbs. of torque unless indicated otherwise on the construction documents/plans. 1.2 DEFINITIONS Some of the terms used in this specification may be unfamiliar to the reader, or may be used with a specific meaning not commonly known outside the helical pile industry. In determining the meaning of any term used herein, a definition contained in the following list shall take precedence. A. Bearing Sfrafum -The undisturbed soil layer at any pile excavation location which provides a significant portion of the axial resistance of an installed helical pile bearing on one or more of the pile helices. B. Confracfor - The person/firm responsible for performing the helical pile work. C. Crowd -Axial compressive force applied to the head (top) of the helical pile shaft during installation as required to ensure the pile progresses into theground with each revolution a distance approximately equal to the helixpitch. D. Exfension - A pile section without helical plates. Extension(s) are installed after the lead section. Each extension is connected with integral couplings which provide a rigid load transferring connection. Their purpose is to extend the lead section with helical plates to a load bearing stratum. E. Helix Driver - A high torque hydraulic motor used to advance (screw) a helic 8 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONS( / 4::Yor Wheat Ridge pile into the soil to a load bearing stratum. Depending on the capacity of the helix driver, it may be either hand held or machine operated. Helical Pile - A steel pile consisting of one or more helical plates which is torqued into the soil until the lead section is embedded into a load bearing stratum. They're purpose is to transfer structural loads (tension and/or compression) to a load bearing stratum. G. Helix Plafe - A round plate formed into a ramped spiral. When rotated into the soil, the helical shape provides thrust along its longitudinal axis thus aiding in pile installation. After installation, the plate transfers axial load into the soil through bearing. H. Insfallaf ion Torque -The resistance generated by a helical pile when installed into the soil. The installation resistance is a function of the strength properties of the soil the helical piles are being installed in as well as the shaft geometry of the pile shaft and helical plates. I. Lead Secfion - The first helical pile section installed into the soil consisting of one or more helix plates welded to the pile shaft. J. Torque Rafing -The maximum torque energy that can be applied to a helical pile during installation into the soil. 1.3 REFERENCES A. American Society of Testing and Materials (ASTM) a. ASTM -A29 Steel Bars, Carbon and Alloy, Hot Wrought and Cold Finished b. ASTM -A36 Structural Carbon Steel c. ASTM -A53 Welded and Seamless Steel Pipe d. ASTM -A500, Grade C, Cold Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes e. ASTM -A307 Carbon Steel bolts and Studs f. ASTM -563 Carbon and Alloy Steel Nuts B. American Welding Society (AWS) a. AWS DI. I Structural Welding Code -Steel C. Society of Automotive Engineers (SAE) SAE J429 Mechanical and Material Requirements for Externally Threaded Fasteners D. International Code Council - Evaluation Services (ICC -ES) a. Acceptance Criteria for Corrosion Protection of Steel Foundation Systems Using Polymer (EAA) Coatings (AC228) b. Acceptance Criteria for Helical Pile Systems and Devices (AC358) c. Evaluation Service Report (ESR) E. International Organization for Standardization (ISO) 9 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTION& / city of Wheat Ridge a. ISO 9001:2008 -Quality Management System 1.4 SUBMITTALS A. Five (5) sets of site specific shop drawings sealed by a registered professional engineer. Shop drawings to include: a. Helical pile/anchor identification number and location b. Helical pile/anchor design load c. Type and size of helical pile/anchor shaft d. Helical configuration (number and diameter of helical plates) e. Minimum effective torque required f. Connection details B. Copies of certified calibration reports for all hydraulic gages. The calibrations shall have been performed within one (1) year of the proposed starting date of the pile installation. C. Provide steel manufacturer's mill test reports, covering physical and chemical tests, for all steel piles. D. Provide strength and properties sections of pile sections and calculations bya Professional Engineer demonstrating the pile will meet or exceed the strength requirements of the design loads as shown on the construction documents. a. If applicable, the calculation(s) shall include the load eccentricity on the pile. The eccentricity shall be measured from the vertical face of the footing tothe center of the pile shaft. If the helical pile is deemed laterally unbraced per section 1808.2.5 of the International Building Code (IBC), the allowable load capacity calculation (s) of the pile shall take into consideration the unbraced length of the pile per section 1808.2.9.2 of the International Building Code (IBC). E. Installation Records: Within 7 days after pile installation, submit 2 copies of the installation record for each pile installed. The installation record shall clearly indicate the pile identification number or mark, pile diameter, helix configuration, installation depth, installation torque, ultimate and allowable capacity of pile. b. Where helical piles are being installed on existing structures providefinal lifting force/design load applied to pile, the amount of elevation recovery of each pile. 1.5 QUALITY ASSURANCE A. The Contractor performing the Work of this Section shall have been regularly engaged in pile work for a period of not less than 5 years and shall be properly equipped to execute the Work. If directed, furnish a list of projects of a similar type and magnitude executed by the Contractor. ` 10 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONS city of (Wheat Ridge B. In lieu of the Contractor achieving 5 years of Helical Pile experience, a certificate of competency can be provided by manufacturer. The certificate should state that the Contractor has been trained and is authorized to install the underpinning pile system or the manufacturer shall provide a letter expressing the ability and intent to provide on-site supervision of the pile installation. C. Design of the helical piles/anchors shall be performed by a professional engineer licensed in the state of the project in accordance with existing building code requirements. D. The helical pile shall be recognized by the International Code Council (ICC) and the manufacturer shall hold a current ICC -ES issued ESR report showing compliance with AC358 and the current International Building Code (IBC). E. The manufacturer shall have been issued an International Organization for Standardization - (ISO) 9001:2008 - Quality Management System Certificate and be compliant. 1.6 DELIVERY, STORAGE, AND HANDLING A. Transport, store, and handle piles in a manner to prevent damage to the piles. Piles shall be stored above the ground surface by pallets, blocking or other means. PART 2 PRODUCTS 2.1 MATERIAL A. Manufacturer: Grip-Tife Manufacfuing Company, LLC 115 W. Jefferson Sf. Winfersef, Iowa 50273 Tel: (515) 462-1313; Fax: (515) 462-3465 www.ciripfife.com See affached Grip-Tife Evaluafion Reporf for full specifications. Nofe: Equivalent systems may be substituted. System equivalence will be determined by comparing a manufacturer's current ICC -ES issued ESR report to ESR -1854. B. The helical piles/anchors shall have a central shaft that is cold formed welded and seamless carbon steel structural round tubing with a minimum yieldstrength of 65 ksi and meeting the dimensional and workmanship requirements of ASTM A500 as well as the following properties: 2 7/8" diameter piling/anchor: Torsional strength rating = 8,000 ft -lbs Ultimate resistance capacity = 72,000 lbs 111 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONS, Wheat Ridge a. Shall conform to ASTM A-36 and have minimum yield strength (FY) of 50 ksi. Shall have a minimum thickness of 3/8". C. All other flat plate steel shall conform to ASTM A-36 unless noted otherwise on the plans. D. All coupling connection thru bolts shall be 1/4" diameter and conform to SAE J429 Grade 8 or equivalent. (minimum yield strength (FY) = 130 ksi and minimum tensile strength (F„) = 150 ksi) E. All piling sections and brackets shall be coated with a polymer alloy thermoplastic powder coating, Plascoat PPA 571 ES or equal, in compliancewith ICC -ES acceptance criteria AC228 for corrosion resistance. 2.2 PERFORMANCE REQUIREMENTS A. All helical piles shall be designed to support the design load (s) as shown on the plans. B. Except where noted on the plans, all helical pile components shall be selected to provide a minimum factor of safety against ultimate mechanical failure of two (2). C. The helical pile design shall take into account pile spacing, soil stratification and strain compatibility issues as are present for the project. See drawings for reference for the project geotechnical report. A copy of the project geotechnical report shall be provided to and reviewed by the Pile Contractor prior to bid submittal. D. Where helical piles are subjected to lateral or base shear loads as indicated on the plans, the bending moment and stress from said loads shall be determined using a lateral load analysis program such as LPILE or equal commercially available software. The required soil parameters (c, G, y and k,) for use with LPILE or equal shall be provided in the geotechnical report(s). The allowable lateral deflection of the helical pile shall be limited to one (1 ") inch unless noted otherwise on the plans. E. The helical pile bracket shall distribute the design load (s), as indicated on the plans, to the concrete foundation such that the concrete bearing stress does not exceed those in the ACI Building Code and the stress in the steel plate/welds do not exceed AISI allowable stresses for steel members. Helical piles shall be designed by a licensed professional engineer in accordance with the current International Building Code (IBC) adopted by the local jurisdiction. PART 3 EXECUTION 3.1 PREPARATION dry d 12 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONS Wheat Ridge A. Before entering the construction site to begin work, the Helical Pile Contractor shall provide proof of insurance coverage as stated in the general specification and/or the contract. B. The Helical Pile Contractor shall request markings of underground utilities by an underground utility location service. All efforts shall be made to protect any underground utilities encountered during the excavation and pile installation. Any separations or damage caused to the underground utilities shall be repaired/performed by a licensed professional. C. Mark all pile installation locations as shown on the plans or approved shop drawings. The Engineer of Record shall be notified if the piles are relocatedmore than 12" from the locations shown on the plans or approved shop drawings. Relocation of the piles will not be allowed unless approved by the Engineer of Record. D. A torque indicator shall be used during helical pile/anchor installation. The torque indicator can be an integral part of the installation system or externally mounted in-line. E. A third party inspector shall be retained to oversee all aspects of installation of the helical piles/anchors. The items to be inspected include, but not limited to the following: a. Verify the type of helical pile/anchor being installed is as specified on the shop drawings. b. Verify final embedment depth of helical pile/anchor. c. Verify final installation torque readings as specified on the shop drawings. 3.2 INSTALLATION A. Installation torque serves as empirical verification of pier capacity yielding an onsite load fest for each pier. Therefore, soils testing is not necessary for generating a theoretical capacity. B. The lead section shall be positioned at the location as shown on the construction drawings. Battered helical piles/anchors can be positioned perpendicular to the ground to assist in initial advancement into the soil before the required battered angle shall be established. C. The helical pile/anchor sections shall be engaged and advanced into the soilin a smooth, continuous manner at a rate of rotation of 5 to 25 RPMs. Extension sections shall be provided to obtain the required minimum overall length and installation torque as shown on the construction drawings. Connect sections together using coupling bot(s) and nut torqued to snug tight perAISC. D. Sufficient down pressure shall be applied to uniformly advance the helical pile/anchor sections approximately 3 -inches per revolution. The rate of down pressure (crowd) shall be adjusted for different soil conditions and depths. E. The minimum installation torque and minimum overall length criteria as show) 13 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSi city of Wheat Ridge the construction drawings shall be satisfied prior to terminating the helical pile/anchor installation. F. If the torsional strength rating of the pile shaft and/or installation equipment has been reached prior to achieving the minimum overall length required, the Contractor shall have the following options: a. Terminate the installation depth obtained subject to the review and acceptance of the Engineer of Record, or: b. Remove the existing helical pile/anchor and install a new one with fewer and/or smaller diameter helix plates. The new helix plate configuration shall be subject to review and acceptance of the Engineer of Record. If re -installing in the same location, the top -most helix of the new helical pile/anchor shall be terminated at least three feet (3'-0) beyond the terminating depth of the original helical pile/anchor. G. If the minimum installation torque as shown on the working drawings is not achieved at the minimum overall length and there is no maximum length constraint, the Contractor shall have the following options: Install the helical pile/anchor deeper using additional extension sections, or: Remove the existing helical pile/anchor and install a new one with additional and/or larger diameter helix plates. The new helix plate configuration shall be subject to review and acceptance of the Engineer of Record. If re -installing in the same location, the top -most helix of the new helical pile/anchor shall be terminated at leastthree feet (3'-0) beyond the terminating depth of the original helical pile/anchor. c. De -rate the load capacity of the helix pile/anchor and install additional helical piles/anchors. The de -rated capacity and additional helical piles/anchors location shall be subject to the review and acceptance of the Engineer of Record. H. If the helical pile/anchor is refused or deflected by a subsurface obstruction, the installation shall be terminated and the pile/anchor removed. The obstruction shall be removed, if feasible, and the helical pile/anchor re -installed. If the obstruction can't be removed, the helical pile/anchor shall be installed at an adjacent location, subject to the review and acceptance of the Engineer of Record. The Contractor shall conduct his construction operations in a manner to insure the safety of persons and property in the vicinity of the work. The Contractor's personnel shall comply with safety procedures in accordance with OSHA standards and any established project safety plan. J. The portion of the construction site occupied by the Helical Pile Contractor, his equipment and his material stockpiles shall be kept reasonably clean and orderly. 14 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONS( , "of Wheat Ridge 3.3 FIELD QUALITY CONTROL A. The Helical Pile Contractor shall furnish and install all helical piles per the plans and approved pile design documentation. In the event of conflict between the plans and approved pile design documentation, the contractor shall not begin construction on any affected items until such conflict has been resolved. B. Centerline of helical piles/anchors shall not be more than three inches (3") from indicated plan location unless approved by the Engineer of Record. C. Helical pile/anchor plumbness shall be within 2 degrees of the design alignment. 3.4 CLEAN UP A. Within seven (7) days of completion of the work. The Helical Pile Contractor shall remove any and all material, equipment, tools, building materials, concrete forms, debris or other items belonging to the Contractor or used under the Contractor's direction. END OF SPECIFICATION QUALIFICATIONS OF INSTALLING CONTRACTOR AND DESIGNER 4.1 The Installing Contractor and/or Pile Designer shall submit to the Owner, a proposal including the documentation required in this Section. Work shall not begin until all the submittals have been received and approved by the Owner. All costs associated with incomplete or unacceptable submittals shall be the responsibility of the Installing Contractor. 4.2 Evidence of Installing Contractor's competence in theinstallation of helical piles shall be provided to the Owner's satisfaction and may include any or all of the following: 4.2.1 Pile manufacturer's certificate of competency for the installation of helical piles, 4.2.2 A list of at least three projects completed within the previous three years whereinthe Installing Contractor installed helical piles similar to those shown in the project Plans. Such list to include names and phone numbers of those project representatives who can verify the Installing Contractor's participation in those projects, and/or 4.2.3 A letter from the pile manufacturer or manufacturer's representative expressing ability and intent to provide on-site supervision of the pile installation. 4.3 A listing of all safety violations lodged against the Installing Contractor within the previous three years and the current status or final resolutions thereof. Descriptions of safety improvements instituted within the previous three years may also be submitted, at the Installing Contractor's discretion. 4.4 Evidence of Pile Designer's competence shall be provided to the Owner's 15 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADM IN@LEVELINSPECTIONS Cityd Wheat Ridge satisfaction and may include any or all of the following: 4.4.1 Registration as a Professional Engineer or recognition by the localjurisdictional authority, 4.4.2 A list of at least three projects completed within the previous three years wherein the Pile Designer designed helical piles similar to those shown in the project Plans. The list shall include names and phone numbers of those project representatives who can verify the Pile Designer's participation in those projects, and/or 4.4.3 Recommendation from the pile manufacturer or manufacturer's representative. PRE -CONSTRUCTION SUBMITTALS 5.1 Within 2 weeks of receiving the contract award, the Installing Contractor and/or Pile Designer shall submit the following helical pile design documentation: 5.1.1 Certification from the Pile Designer that the proposed piles meet the requirements of this specification. 5.1.2 Qualifications of the Installing Contractor and Pile Designer per Section8. 5.1.3 Product designations for helical lead and extension sections and all ancillary products to be supplied at each helical pile location. 5.1.4 Individual pile nominal loads, factors of safety, -RFD load and resistance factors and required ultimate torque correlated capacities, where applicable. 5.1.5 Individual pile loading requirements (if any). 5.1.6 Manufacturer's published allowable system capacities for the proposed pile assemblies, including load transfer devices. 5.1.7 Calculated mechanical and theoretical geotechnical capacities of the proposed piles. 5.1.8 Minimum pile termination torque requirements. 5.1.9 Maximum estimated installation torque and allowable installation torque rating of the proposed piles. 5.1.10 Minimum and/or maximum embedment lengths or other site specific embedment depth requirements as may be appropriate for the site soil profiles. 5.1.11 Inclination angle and location tolerance requirements. 5.1.12 Load test procedures and failure criteria, if applicable. 5.1.13 Copies of certified calibration reports for torque measuring equipment and load test measuring equipment to be used on the project. The calibrations shall have been performedwithin one year of the proposed helical pile installation starting date or as recommended by the equipment manufacturer. 5.1.14 Provide proof of insurance coverage as stated in the general specifications and/or contract. 16 1 320 N. CLEVELAND AVENUE, LOVE LAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTION: City or (Wheat Ridge PLACEMENT REQUIREMENTS Helical piles shall be installed within 3 -inches of the indicated plan location. 6.1 Helical pile shaft alignment shall be within 2 -degrees of the inclination angle shown on the Plans. 6.2 Top elevation of the helical piles shall be within 2 -inches of the design vertical elevation. 7 PILE/PIER INSTALLATION 7.1 Installing Contractor shall furnish and install all helical piles per the project Plans and approved pile design documentation. In the event of conflict between the project Plans and the approved pile design documentation, the Installing Contractor shall not begin construction on any affected items until such conflict has been resolved. 7.2 The Installing Contractor shall conduct their construction operations in a manner to insure the safety of persons and property in the vicinity of the work. The Installing Contractor's personnel shall comply with safety procedures in accordance with OSHA standards and any established project safety plan. 7.3 The Owner shall request marking of underground utilities by an underground utility location service as required by law, and the Installing Contractor shall avoid contact with all marked underground facilities. 7.4 The portion of the construction site occupied by the Installing Contractor, including equipment and material stockpiles shall be kept reasonably clean and orderly. 7.5 Installation of helical piles may be observed by representatives of the Owner for quality assurance purposes. The Installing Contactor shall give the Owner at least 24 hours' notice prior to the pile installation operations. 7.6 The helical pile installation technique shall be such that it is consistent with the geotechnical, logistical, environmental, and load carrying conditions of the project. The lead section shall be positioned at the appropriate site survey stake location as determined from the plan drawings. 7.7 The helical pile sections shall be advanced into the soil in a continuous manner at a rate of rotation less than 25 revolutions per minute (rpm). Sufficient crowd shall be applied to advance the helical pile sections at a rate approximately equal to the pitch of the helix plate per revolution. The rate of rotation and magnitude of down pressure shall be adjusted for different soil conditions and depths. Extension sections shall be provided to obtain the required minimum overall length and minimum torsional resistance as shown on the project Plans. 17 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIOW / cYa Wheat Ridge TERMINATION CRITERIA 8.1 The minimum final torsional resistance and/or any required pile length and embedment depth criteria, as specified in the Pre -Construction Submittals, must be satisfied prior to terminating the pile installation. In the event an helical pile fails to meet these production quality control termination criteria, the following remedies may be suitable if authorized by the Owner: 8.1.1 If the installation fails to meet the minimum torsional resistance criterion at the minimum embedment length: 8.1.1.1 Continue the installation to greater depths until the torsional resistance criterion is met, provided that, if a maximum length constraint is applicable, continued installation does not exceed said maximum length constraint, or 8.1.1.2 Demonstrate acceptable pile performance through pile load testing, or 8.1.1.3 Replace the pile with one having a different helix plate configuration. The replacement pile must not exceed any applicable maximum embedment length criteria and either: (A) be embedded to a length that places the last helix plate at least equal to its own diameter beyond the depth of the first helix plate of the replaced pile and meet the minimum torsional resistance criterion; or (B) pass pile load testing criteria. 8.1.2 If the torsional resistance during installation reaches the helical pile'sallowable torque rating prior to satisfaction of the minimum embedment length criterion: 8.1.2.1 Terminate the installation at the depth obtained, or 8.1.2.2 Replace the pile with one having a shaft with a higher torsional strength rating. The replacement pile must be installed to satisfy the minimum embedment length criterion. It must also be embedded to a length that places the last helix plate at least equal to its own diameter beyond the depth of the first helix plate of the replaced pile without exceeding any applicable maximum embedment length requirements and it must meet the minimum final torsional resistance criterion, or 8.1.2.3 Replace the pile with one having a different helix plate configuration. The replacement pile must be installed to satisfy the minimum embedment length criterion. It must also be embedded to a length that places the last helix plate at least equal to its own diameter beyond the depth of the first helix plate of the replaced pile without exceeding any applicable maximum embedment length requirements, and it must meet the minimum final torsional resistance criterion. 8.1.3 If the installation reaches a specified maximum embedment length without achieving the minimum torsional resistance criterion: 8.1.3.1 If allowed, remove and reinstall the pile at a position at least three times the diameter of the largest helix plate away from the initial location. Original embedment length and torsional resistance criteria must be met. The pile repositioning may require the 18 1 320 N. CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONS / CRY of Wheat Ridge installation of additional helical piles with nominal loads adjusted for these spacing changes, or 8.1.3.2 Demonstrate acceptable pile performance through pile load testing, or 8.1.3.3 De -rate the load capacity of the helical pile based on default or site specific torque correlation factors and install additional piles as necessary. 8.1.3.4 Replace the pile with one having a different helix plate configuration. The replacement pile must be installed to satisfy the minimum and/or maximum embedment length criterion and it must meet the minimum final torsional resistance criterion. 8.1.4 If a helical pile fails to meet the acceptance criteria in a pile load test: 8.1.4.1 Install the pile to a greater depth and installation torque and re- test; provided that, if a maximum embedment length constraint is applicable, continued installation will not exceed said maximum length constraint, or 8.1.4.2 Replace the pile with one having more and/or larger helix plates. The replacement pile must be embedded to a length that places the last helix plate at equal to its own diameter beyond the depth of the first helix plate of the replaced pile without exceeding any applicable maximum embedment length requirements. The replacement pile must be re -tested, or, 8.1.4.3 De -rate the load capacity of the helical pile based on the results of the load test and install additional piles. Additional piles must be installed at positions that are at least three times the diameter of the largest helix plate away from any other pile locations. 8.1.5 If a helical pile fails a production quality control criterion as described in this Section or for any reason other than described in this Section, any proposed remedy must be approved by the Owner prior to initiating its implementation at the projectsite. 9 INSTALLATION RECORD SUBMITTALS 9.1 The Installing Contractor shall provide the Owner copies of the individual helical pile installation records within 24 hours after each installation is completed. Formal copies shall be submitted within 30 days following the completion of the helical pile installation. These installation records shall include, but are not limited to, the following information: 9.1.1 Date and time of installation 9.1.2 Location of helical pile and pile identification number 9.1.3 Installed helical pile model and configuration 9.1.4 Termination depth, pile head depth, and length of installed pile 9.1.5 Actual inclination of the pile 9.1.6 Final torsional resistance 19 1 320 CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCCC ar Wheat Ridge 9.1.7 Calculated geotechnical capacity based on final torsional resistance 9.1.8 Comments pertaining to interruptions, obstructions, or other relevantinformation 10 FIELD COMPRESSION LOAD TESTING 10.1 If field compression load testing is required, the Installing Contractor shall furnish all labor, equipment and pre -production helical piles necessary to accomplish the testing as shown in the approved pile design documentation. Installing Contractor shall apply the specified loads for the specified durations and record the specified data, for the specified number of piles. No deviations from the test plan (s) will be allowed without explicit approval in writing from the Owner. Pile testing shall be in general accordance with the ASTM D1 143 quick test method and the following criteria: 10.1.1 Failure criteria shall be in accordance with AC358 and is when plunging occurs or when the net deflection exceeds 10% of the average helix plate diameter, whichever occurs first. 10.1.2 An alignment load equal to 5% of the anticipated failure load or maximum anticipated test load may be applied prior to the start of the test to take out slack in the load test frame. 10.1.3 Loading increments shall be performed at 5% of the anticipated failure load or maximum anticipated test load with a minimum hold time of 4 minutes at each increment. 10.1.4 Upon completion of the maximum test load hold increment, the pile shall be unloaded in 5 to 10 even increments with minimum hold times of 4 minutes at each increment. 10.2 Installing Contractor shall provide the Owner copies of raw field test data within 24 hours after the completion of each load test. Formal test reports shall be submitted within 30 days following test completion. Formal test reports shall include the following information: 10.2.1 Name of project and Installing Contractor's representative (s) present duringload testing. 10.2.2 Name of manufacturer's representative (s) present during load testing, if any. 10.2.3 Name of third party test agency and personnel present during load testing, ifany. 10.2.4 Date, time, duration and type of the load test. 10.2.5 Unique test identifier and map showing the test pile location. 10.2.6 Pile model and installation information including shaft type, helix configuration, lead and extension section quantities and lengths, final pile tip depth, installation date, total test pile length and final termination torque. 10.2.7 Calibration records for applicable pile installation and test equipment. 10.2.8 Tabulated test results including cumulative pile head movement, loading increments and hold times. 10.2.9 Plots showing load versus deflection for each loading/unloading interval. 201 320 CLEVELAND AVENUE, LOVELANDCO805371MAIN: 720.408.01191 ADMIN@LEVELINSPECTIONSI / CRY Of Wheat Ridge LIMITATIONS This repair design does not represent a complete analysis of the entire structure; it addresses conditions covered under the structural warranty provided by the contractor. The interpretations of the distress to be repaired are based on the visual observations of the structure. No detailed study was made of the structural elements of any part of the building. Therefore, no opinion is presented or shall be implied concerning the structural integrity of those elements not subject to visual inspection. Investigation and analysis of other portions of the structure are beyond the scope of this design at this time. LEVEL Engineering, LLC will not be responsible for 1) knowledge of subsurface conditions away from the existing borings, if any, without extensive geotechnical information supplied by a competent geotechnical engineer, 2) knowledge of distresses, or differential displacements that have occurred in an area which had not been exposed for visual observation during our site visit and 3) any other elements such as joists or beams and other structural members that are not readily visible. LEVEL Engineering, LLC assumes that all information provided by the Client, Contractor, or other Consultants is correct, accurate, and may be acted upon accordingly, and shall have no liability for the validity of information provided. LEVEL Engineering, LLC shall have no liability for acts or omissions of the Contractor or any other agents performing the work on this project or for the failure of the Contractor to carry out the work in accordance with the plans and specifications if not inspect as intended. LEVEL Engineering, LLC shall not be responsible for the construction means, methods, techniques, sequence, procedures, or safety precautions related to this project and its execution that is under the control or direction of the Contractor. This PLAN OF REPAIR is to be used with the accompanying drawings. Do not rely on one or the other, all materials contained in THE PLAN OF REPAIR including but not limited to the cover letter, notes, plans, details, shall be used together to perform the proposed remedial construction. WORK DESCRIPTION For the purposes of this report, the front of the home is considered to face East. The structure of the single -story single-family home is a conventionally framed residence. The home has a crawlspace height foundation. The crawlspace is accessible through an exterior wall hole. The foundation system consists of partially reinforced concrete crawlspace height walls. The work areas are the eastern and portions of the northern and southern foundation walls. The repairs shall consist of installing Helical piers to reduce foundation movement and further reduce cracking of the walls. Once complete if the owner wishes to seal cracks in the exposed foundation wall areas with epoxy injection it will be at the direction of the owner. Areas of the exterior of the foundation structure is settling. These issues are causing faulting and fracturing of the slabs, exterior and interior finishes, and unevenness of the roof and floor structures. Helical underpinning is part of this work. This area of repair is referenced in the attached drawings. (see plan). 211 320 CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCC / CRyOt Wheat Ridge Once the piles are installed. All restoration of finishes exterior and interior flatwork shall be restored in kind and in accordance with the owner's approval. The contractor is responsible for coordinating these type of repair scopes with the contractor. The contractor is required to coordinate these expectations with the owner and include the necessary work items in their bid proposals. REPAIR RECOMMENDATIONS 1. The concrete slab and walls are to be braced as required during the repair process by the Contractor. 2. Remove decks, pavers, slabs etc. to excavate the soil required to install the new helical foundation devices, in accordance with drawings prepared by Level Engineering LLC. 3. Excavate the soil required to install the helical piers and anchors in accordance with drawings prepared by Level Engineering LLC. 4. Install 10 helical piles/piers to a depth of 25 ft. and 3500lbs/sf torque. Coordinate location with engineer per support works specifications and recommendations and drawings including specifications prepared by Level Engineering LLC. 5. Restore all finishes exterior and interior in accordance with agreements with owner. PROPOSED COMPLIANCE OBSERVATIONS All observations shall be conducted by a qualified Colorado Licensed Professional Engineer. More than one observation may be conducted during a site visit. The contractor is to determine the number of site visits required to do the observations and include this information in the bid documents. LEVEL Engineering, LLC is willing to complete the observation under contract. 1. Pre -Construction Meeting 2. Attachment of brackets to foundation walls. 3. load tests 4. Epoxy Injection of foundation wall cracks (directed by owner) 5. Review pier logs 6. Final City of Wheat Ridge 22 1 320 CLEVELAND AVENUE, LOVELAND CO 80537 1 MAIN: 720.408.0119 1 ADMIN@LEVELINSPECTIONSCO.COM PPROVED WITH THE FOLLOWING CONDITIONS: 1. OBSERVATION FROM CITY INSPECTOR REQUIRED PRIOR TO BACK FILL 2. OBSERVATION LETTER FROM ENGINEER REQUIRED AT FINAL INSPECTION 3'-0" 71-011 HP3 HP4 H P2 HP1 N co Addition City of 6 W heat Ride COMMUNUTY DEVELOPMENT APPROVED Reviewed for Code Compiiance 4/3/2020 P s Examiner Date Wilky of Permit: The issuance of a permit or appromaf of plans spec4kownr and computations shaft not be a permit for, or an approval of, any motabon ea any of the provisions of the building code or of a(v CRY ordinances. Permits preAmng to groe outhortty to v/oloft or cancel the prwahm of the GWAft codes or other ordtnonm of the City shall not be mild. 1 Plan 1 /8" = Front Porch 7'-8" 7'-0" HP5 NOTE: Pier spacings will likely need to be adjusted to fall in between existing installed piers Crawlspace 3'-8" T HP10 H P6 H P7 0 00 HP861 0 HP9 NOTES: Loading criteria used for design: 6. If bedrock is encountered prior to 25 feet, contact 1. Floor Load 40 psf LL + 15 psf DL engineer for direction 2. Roof Load 35 psf LL + 15 psf DL 7. Presumptive soil bearing pressure used for design is 3. Wind Load 139 mph (3 sec) Exp "C" 1500 psf 8. Helical piers shall be placed at and installed to a 4. All work to be in conformance with 2015 IRC as adopted minimum torque of 3,500 ft. lbs. and a MIN depth of 25 and ameded by the Authority Having Jurisdiction feet. 5. Helical piers 2, 3, and 7 shall be placed within 3 feet of g. Piers to be installed in between existing piers already in corners. Pier 6 shall be in mid span of wall. place. r Steve Plan View AiiLM L MacDonald Project number 6315 EN i ON SEP. ING AM AN Date 3/17/2020 S2.1 4701 Otis Street, Wheat Ridge, Drawn by ZJB www. level lnspectlonsco.com CO 80033 I I Checked by ZJB I Scale 1/8" = 1'-0" 3/17/2020 10:10:36 AM Temporary Excavation a�. ° = °a Existing Floor Joists (main floor) ° Existing Foundation Wall p as a ° Existing crawlspace area — 4 . a 4 4 , RDS 2875 Helix Pier (see Plan for locations) Remove edge of footing for flush installation Helical 1 RPO L •�• 3/4" = 1'-0" o •� H V B9� ;•�O ::o�P 48386 �.� o: /0 3/17/2020 NA Steve Section Helical Pier L �I E-w-N W' M- L 444ti ��e MacDonald Project number 6315 4701 Otis Street, Wheat Ridge, 52.2 Date 3/17/2020 www.levelinspectionsco.com CO 80033 Drawn by ZJB of Checked by ZJB Scale 3/4j= 3/17/20201 1 id Ei; u s t OREPORT Originally issued: 04101/2016 Revised: 05/0212019 Grip-Titell Manufacturing Company, LLC 115 W. Jefferson Street Winterset, Iowa 50273 Tel (515) 462-1313 Fax (515) 462-3465 Stcvcul iwiptile.cona www.ttriptite.com Grip-Titee Helical Pile Foundation System CSI Section: 3163 00 Bored Piles 1.0 RECOGNITION Grip-Tite(i' Helical Pile Foundation System, manufactured by Grip-Tite°° Manufacturing Company, LLC, was evaluated for use to underpin or stabilize existing structures and for use in new construction in place of micropiles and/or other deep foundation systems. The building structural loads are transmitted axially through the system, either in compression or in tension, to bearing soils via the system helices. The structural and geotechnical properties of the Helical Pile Foundation System were evaluated for compliance with the following codes & regulations: 2015, 2012 and 2009 International Building Code® (IBC) The Grip-Tite'H Helical Pile Foundation System complies as an alternative foundation system in accordance with Section 1810.3.1.5 of the IBC. 2.0 LIMITATIONS Use of the Grip -Titer' Helical Pile Foundation System recognized in this report is subject to the following limitations: 2.1 The helical pile foundations shall be analyzed, designed, detailed and installed as required by IBC Sections 1808 and 1810. Designs shall be prepared by a qualified design professional and submitted to the building official for approval. Analysis shall be in accordance with IBC Section 1604.4 and shall include a geotechnical investigation, if necessary as set forth in IBC Section 1803. The design method shall be Allowable Stress Design (ASD) using the load combinations in IBC Section 1605.3, except that allowable stresses are not permitted to be increased as permitted by the material chapter of the code or referenced standards. 391 Valid Through: 0413012020 2.2 The spacing between helical plates shall not be less than 3D, where D is the diameter of the largest helical plate measured from the edge of the helical plate to the edge of the adjacent helical pile plate, or 4D, where the spacing is measured from the center to the center of the adjacent helical pile plates. Group efficiency effects shall be included in the analysis where the center -to -center spacing of axially loaded helical piles is less than three tines the diameter of the largest helix plate at the depth of bearing, and where the center -to -center spacing of laterally loaded helical piles is less than eight times the least lateral dimension of the pile shaft at the ground surface. 2.3 The systems shall be limited to support of structures in IBC Seismic Design Categories A, B and C only. Use of the systems to support structures located in Seismic Design Categories D, E, and F, or located in Site Class E or F, is outside the scope of this report. Compliance with the provisions of IBC Section 1810.3.11.1 has not been verified and shall be determined by the designer for each installation. 2.4 Connection of the Grip-Tite09 Helical Pile Foundation System to the supported structure shall be designed by a registered design professional. Use of the system to support concrete structures shall be limited to support of untracked concrete. 2.5 The piles shall be laterally braced for stability as required by IBC Section 1810.2.2. 2.6 Settlement of the helical pile shall be determined by a registered design professional as required by IBC Section 1810.2.3. 2.7 The systems shall not be used in conditions that are indicative of a potential pile corrosion situation as defined by soil resistivity less than 1,000 ohm -cm, pH less than 5.5, soils with high organic content, sulfate concentrations greater than 1,000 ppm, landfills, or mine waste. Materials with different corrosion protection coatings shall not be combined in the same system. Systems shall not be placed in electrical contact with (shall be galvanically isolated from) structural steel, reinforcing steel, or any other metal building components. 2.8 Installation of the helical piles is subject to special inspection as required by 2015 and 2012 IBC Section 1705.9 or 2009 IBC Section 1704.10. 3.0 PRODUCT USE INSTRUCTIONS The manufacturer's published installation instructions, this evaluation report, and the applicable provisions of the building code shall be followed when installing this product. with the intent of the provision Of the -do, es noted In this report, and for at least aquivelence In that pmscnbed in the code In quality, strength, effectiveness, fir" mostance, dumb rhe product derscnbed in this Uniform Eveluetion Service (UES) Report has been evaluated as an atemalive malarial, design ormelhod of mnewcfion in offer to satisfy and CWP safely, es applicable, in accordance with IaC Section 104.11. This document sheN only be reproducedin ins entirely Copynght 0 2019 by international Association of RNmbbp and Mechanloal officials. All rights ,seal. Pdnted In the United States. Ph: I - 7741ESRPT • F"x: 909.472.4171 web: w .uniform<s.org • 4755 East Philadelphia Street, Ontedo, Celitomis 91761-2816 – USA Page 1 of 12 City of Wheat Ridge IDES EVALUATION REPORT Originally Issued: 04/01/2016 Revised: 05102/2019 Where there is a conflict between these documents, the most restrictive provisions shall govern. The manufacturer's instructions and this report shall be available at the jobsite during construction for use by installers and for quality assurance. Design and installation shall be completed in accordance with the rules and regulations of the authority having jurisdiction. Local codes and practices shall be followed in regard to obtaining appropriate engineering reports and designs, arranging for appropriate oversight, and obtaining building permits commensurate with the extent of the work to be completed. 3.1 Design 3.1.1 General: When required by the building official and when appropriate for the extent of the work to be completed, engineering reports, calculations, and designs shall be submitted. The Allowable Strength Design (ASD) method shall be used, as defined in IBC Section 1602 and Section B3.4 of AISC 360. Structural analysis shall account for all internal forces (shear, bending moments and torsional moments, as applicable) resulting from the applied loads, load eccentricity and maximum spans between piles. The foundation design documentation shall include the following, in addition to other required data, for each pile assembly: assembly description and identification of each component of the assembly by model number and description; minimum embedment and torsional resistance termination criteria; design information and details for bracket installation including, where appropriate, details of bracket connection to structure, type and condition of structure to be supported, drill holes, bolts, washer plates, field welds, minimum concrete cover, concrete reinforcement, and leveling grout; the recommended angle of shaft installation and maximum permissible departure from that angle shall be specified for each bracket. The tabulated capacities of the helical pile systems shall be used to select appropriate helical pile foundation assemblies to support the design loads. For helical pile foundation systems subject to combined lateral and axial loads, the required strength under combined loads shall be determined using the interaction equation prescribed in Chapter H of AISC 360. The pile minimum embedment depth for various loading conditions shall be included and shall be based on the most stringent requirements of the following: engineering analysis, tested conditions described in this report, the site-specific geotechnical report, and site-specific load tests. The minimum soil embedment depth for a pile in compression shall be 5 feet (1524 mm) from the structure to the upper most helix. For vertical or battered piles in tension applications, the pile shall be installed such that the minimum depth from the ground surface to the uppermost helix is 12 times the diameter of the largest helix. 391 Valid Through: 0413012020 The overall capacity of each Grip-Tite' helical pile (in tension and compression) is equal to the capacity of the weakest component or link in the helical pile load path. The four primary structural elements associated with the helical foundation system; Bracket Capacity (PI), Shaft Capacity (112), Helix Capacity (P3) and Soil Capacity (P4); shall be compared to determine the allowable capacity of each individual helical pile. The allowable capacity shall be the lowest allowable capacity of the four primary elements but shall be limited to no more than 60 kips (267 kN). 3.1.2 Bracket Capacity (Pl): The capacity of the supported concrete foundation shall be verified and/or designed and justified to the satisfaction of the code official. The design shall consider eccentricity of applied loads, including reactions of the brackets acting on the supported concrete foundation. Only localized limit states including (two-way) punching shear and concrete bearing, have been evaluated in this report. All other limit states described in ACI 318-14 Chapter 17 (2015 IBC) or ACI 318-11 Appendix D (2012 and 2009 IBC) shall be considered in design. The design shall include reactions provided by the brackets acting on the supported concrete foundation. Refer to Tables 5 and 6 for selected allowable capacity ratings for the Standard Duty (retrofit) Bracket and New Construction Bracket, respectively. 3.1.3 Shaft Capacity (P2): Piles shall be braced in accordance with IBC Section 1810.2.2. The unbraced length of a pile, in accordance with Sections 1810.2.1, includes the length of piles standing in air or fluid, plus an additional embedded depth depending on the soil stiffness. The soil stiffness shall be quantified by the Standard Blow Count characteristics determined in accordance with ASTM D1586 (Standard Penetration Test). The maximum design loads shall not exceed the allowable capacities for fully braced conditions shown in Tables 3, 5 and 6. Where portions of the shaft are standing in air, water, or fluid, pile capacity shall be determined by a design professional. 3.1.4 Helix Capacity (P3): The load capacity (P3) for each of the 8 -inch, 10 -inch, 12 -inch and 14 -inch -diameter helices is 55 kips (245 kN), for both compression and tension. The capacities are additive for shafts with multiple helices. 3.1.5 Soil Capacity (P4): Soil capacity for site-specific conditions shall be determined by a registered design professional in accordance with Items 1 and 3 of IBC Section 1810.3.3.1.9, and considering groundwater and other geotechnical conditions. The design shall be based on soil resistance using the soils investigation report, the individual helix bearing capacities, and torque correlation factors from field qualification loading tests. The predicted load capacities shall be confirmed during pier installation. a . Combined lateral and axial capacity for soil is -''�' U_ scope of this evaluation report. /Zor Page 2 of 12 Wheat Ridge UESEVALUATION Originally Issued: 0410112016 Revised: 0510212019 Soils investigation reports, when required, shall be submitted to the code official as part of the submittal documents required by IBC Section 107. The geotechnical report shall include the following (as applicable): I . A site plan showing the location of the soil investigation (soil test borings, test pits, etc.) 2. A record of the soil boring logs and the laboratory test results from the soil samples obtained. 3. The soil profile. 4. The present and anticipated seasonal high groundwater tables, anticipated frost depth and corrosion -related parameters, as described in Section 2.7 of this report. 5. Soil properties of the major soil types encountered, that affect the design of the piles, and relative pile support conditions as defined in IBC Section 1803. These may include soil shear strength (i.e. wet unit weight, buoyant unit weight, cohesion, adhesion, un -drained shear strength, and internal friction angle) effecting the design and support conditions of the piles, as well as estimates of ultimate allowable soil bearing pressures, helical pile capacities and anticipated pile total and differential settlements. 6. A statement concerning the suitability of helical pile foundation system for the specific project. 7. Recommendations and data for the pile designer concerning soil strengths, existing loads adjacent to the installed pile, and any likely differential settlement. S. Recommended center -to -center spacing of the helical piles, and any reduction of allowable loads due to the group action, if necessary. 9. Requirements for field inspection. 10. Pile testing requirements. 11. Any questionable soil characteristics and special design provision. When appropriate for projects consisting of stabilizing existing low-risk, lightly loaded structures, the pile capacity may be estimated using the torque correlation method along with load testing to determine an adequate allowable pile capacity in lieu of site-specific soil investigations. Each helical pile installed using the torque correlation method shall be load tested or pre -loaded to at least two times the estimated required pile capacity to reduce the risk of excessive post -installation settlement. With the individual helix bearing method, the total nominal axial load capacity of the helical pile is determined as the sum of the individual areas of the helical bearing plates times the ultimate bearing capacities of the soil or rock comprising the respective bearing strata for the plates. The design documentation shall include the derivation of the design allowable capacity and the minimum effective torsional resistance pile termination criterion, derived using the torque correlation method. The axial load capacity based 391 Valid Through: 04/3012020 on the torque correlation method shall be determined as follows: Qm, = K,(T) (Eq 1) Q.n = 0.5(Qm,) (Eq 2) Qui, = Ultimate axial capacity of the helical pile in Ibf (N), in tension or compression. Q,a = Allowable axial capacity of the helical pile in Ibf (N), in tension or compression, using a safety factor (F.S.) of 2. K, = For the RDS2875 2'/, -inch (73 mm) round shaft helical piles, maximum torque correlation factors of 9 ft -1 for compression and 7 ft -1 for tension shall be used. T = Effective torsional resistance, which is defined as follows: For single -helix piles supporting axial compression loads, it is the installation torque measured when the pile reaches its final tip embedment; for all piles supporting axial tension loads and for multi -helix piles supporting axial compression loads, it is the average of the last three installation torque measurements. Such torque measurements, in-lbf (N -m), shall be made at 1 foot (305 mm) increments of tip embedment as the lead helix moves from a position that is 2 feet (610 mm) prior to the final tip embedment. The design allowable axial load shall be determined by dividing die total ultimate axial load capacity predicted by the individual helix bearing method, field loading tests method, or the torque correlation method by a safety factor of at least 2. 3.1.6 Shaft Lateral Capacity: The lateral capacity of the RDS2875 piles referenced in Table 7 of this report is based on field testing of the pile shafts with a single 8 -inch diameter helical plate installed in a very stiff clay soil having an average Standard Penetration Test blow count of 20 bpf, at a minimum embedment depth of 15 feet (4.5 m). For soil capacity for lateral resistance in soil conditions substantially different than cohesive soils exhibiting an average SPT blow count of 20 bpf, the lateral capacity of the pile shall be designed by a registered design professional on a case-by- case basis. 3.1.7 Shaft Elastic Shortening and Lengthening: Elastic shortening or lengthening of a Grip-Titex RDS2875 helical pile shaft may be a significant contributor to overall pile head movement under load for long piles. For loads up to and including the allowable load limits found in the tables of this report, the length change may be estimated as: A,h,a = PL/AE (Eq 3) A,h.a = Length change of shaft resulting from elastic shortening or lengthening in (mm). P = Applied axial load lbf (N). L = Effective length of the shaft, in (mm). A = Cross sectional area of the shaft, int (mm'), shown in Tables 1 and 2 of this report. CRY of Page 3 of 12 1 Wheat Ridge UEsEVALUATION REPORT c Originally Issued: 04101/2016 Revised: 05/02/2019 = Young's modulus of the shaft, may be taken as 29,000 ksi (200,000 MPa). The effective length of the shaft, L, may be approximated as the average of the distances from the point of load application to each helical plate. Potential deformations due to elastic shortening, elastic lengthening and slip in couplers will not significantly affect the allowable axial loads as tabulated in Table A of this report. The designer is advised, however, to consider such deformations when determining serviceability on a case-by- case basis. 3.2 Installation 3.2.1 General: The pile systems shall be installed by Grip- Titex approved and certified installers, and the foundation design documentation described in Section 3.1.1 of this report shall be utilized for installation quality control. The helical piles shall be screwed into the ground as specified in the construction documents and connected to the structure to provide foundation support. The piles shall be located and aligned both vertically and horizontally as specified in the approved plans and specifications. The piles shall be installed to the minimum torsional resistance and embedment depth specified. The piles shall be installed using portable or machine - mounted rotary hydraulic motors capable of exerting a torsional moment at least 10 percent higher than the minimum required installation torque. Equipment capable of measuring the torsional resistance experienced by the pile during installation to an accuracy of ±10 percent shall be used. The brackets shall be installed to connect the supported structures or foundation elements to the tops of the helical piles. If a galvanized product is used, field cutting and drilling shall be protected against corrosion. If the installation fails to meet the minimum criteria, the project specifications shall include provisions for an alternative design. 391 Valid Through: 04/3012020 3.2.2 Field Quality Control: The following aspects shall be verified as part of the helical pile installation to help achieve a good quality result: 1. The helical pile sections shall be assembled as specified by the design documents. 2. The installation equipment shall be adequately aligned with the pile to avoid bending the shaft. 3. An axial force shall be exerted as the helical pile is screwed into the ground so that the pile navels approximately 3 inches (76 mm) into the soil in each revolution. 4. The rotational rate shall be 5 to 25 rpm. 5. The torque needed to screw a pile into the soil is an important measure for control of helical pile installation quality. Torque shall be measured using a calibrated torque indicator or hydraulic torque motor with a known pressure/torque correlation (other methods to measure torque, i.e. shear pins, dial gauges, etc. may be used at the discretion of the registered design professional and if approved by the code official.) The following torque parameters shall be adhered to when installing the helical piles: a. Torque shall be recorded at every 5 feet of installation depth. b. Torque shall be recorded at final embedment (Ei) + 2 feet, (Ef) + 1 foot, and (Ef) for tension piles with only one helix and for piles with multiple helices. c. The final embedment depth and torque shall meet the minimum specifications of pile design. d. The final torque shall be taken as the average of the last three readings for piles with multiple helices. e. The pile's maximum installation torque rating listed in Table 3 of this report shall not be exceeded throughout installation. 3.2.2.1 FP3BA Standard Duty Bracket: The following aspects shall be verified as part of the installation of the Standard Duty Brackets to help achieve of a good quality result: I . Notching the footing or grade beam is recommended to allow the bracket to mount directly and adjacent to the load-bearing wall or column. Altering the existing foundation, including the reinforcing steel, shall onlybe performed with the approval of the registered design professional and the code official. 2. The installation of concrete anchors shall be in accordance with the code and the applicable anchor bolt manufacturer's recommendations. 3. The nuts shall be tightened so the all -thread rods achieve a snug -tight condition as defined in Section J3 of AISC 360 (as a minimum, nuts shall be tightened to one-quarter turn beyond hand -tight condition). 4. Any lifting or stabilizing of the structure sh the supervision of a qualified registe Page 4 of 12 1 Wheat Ridge UEA tREPORT s _ ® Originally Issued: 04/01/2016 Revised: 0 510 212 01 9 professional to ensure that no part of the foundation, structure, or helical pile is overstressed. 5. The excavation shall be backfilled with properly compacted soil. 6. If the pile system is designed to resist uplift forces, the pile may be attached to the bracket utilizing two optional holes factory drilled through the back side of the bracket sleeve. One or two (19 mm) by 2 - inch (51 mm) long high strength bolts are used to connect the bracket to the helical pile shaft. As an alternative, the holes could be plug welded to attach to bracket to the pile shaft if approved by the registered design professional and the code official. 3.2.2.2 NCB New Construction Bracket: The following aspects shall be verified as part of the installation of the New Construction Brackets to help achieve of a good quality result: 2. 3. 4. @f! The helical pile sections shall be installed until the termination criteria prescribed in the foundation design documentation from Section 3.1.1 of this report are met and the top of the shaft is at or above the required elevation. The shaft shall be cut to the required height to provide the minimum concrete embedment depths into the footing or grade beam in Table 6 of this report and depicted in Figure 5 of this report shall be adhered to. The new construction bracket shall be seated firmly. Minimum concrete embedment depths for piles in compression and tension are listed in Table 6 of this report. Where the pile is used to resist tension forces, the bracket shall be bolted to the shaft with the bolts specified in Section 4.2.5 of this report. The nuts shall be tightened to snug -tight condition as defined in Section J3 of AISC 360 (as a minimum, nuts shall be tightened to one-quarter turn beyond hand -tight condition). The steel reinforcing bars shall be placed and the concrete shall be poured according to the approved construction documents. All helical pile components shall be electrically isolated from the concrete reinforcing steel and other metal building components. 3.3 Special Inspections: Special inspections shall be required in accordance with Chapter 17 of the IBC for helical pile foundations. The special inspector shall review all of the relevant design documentation including this evaluation report, the geotechnical report, and the construction documents prepared by the registered design professional in responsible charge to make sure the proper, installation procedures are used and to determine compliance. Specific items to be inspected include installation equipment used, pile dimensions, tip elevations, final depth, final installation torque, and bracket configuration and dimensions. Where site welding takes 391 Valid Through: 0413012020 place, special inspection in accordance with 2015 and 2012 IBC Section 1705.2 or 2009 IBC Section 1704.3 shall be required. Additionally, the special inspector shall verify the documentation showing that the installer is recognized by the manufacturer; the product is assembled and installed as specified in the designs; the manufacturer's installation instructions are followed; the installation angle is as specified in the designs; and the pile and the supported structure are adequately connected to transmit the loads. 4.0 PRODUCT DESCRIPTION 4.1 General: The Grip-Tite°U Helical Pile Foundation Systems consist of helical plates welded to the outside of steel tubing to form helical piles that are screwed into the ground until the design soil strata or design penetration resistance is reached. Extension sections are often required to advance the lead section to a soil deep enough to provide adequate soil bearing in accordance with project requirements. The structure to be supported is fastened to the tops of the helical piles using brackets described in Section 4.2.4 of this report. 4.2 Components 4.2.1 RDS2875 Lead Sections and Extensions: The lead and extension sections consist of 27/8 -inch (73 mm) outside - diameter (OD) structural steel tubing having a minimum nominal shaft wall thickness of 0.262 -inch (6.65 mm). The sections are joined together by placing the coupler, which is at the leading end of each extension, over the shaft at the trailing end of each section, and pinning these ends together using three'/4-inch (19.1 mm) standard hex cap screws as described in Section 4.2.5 of this report. Figure 1 and Table 1 of this report address dimensions and details of lead sections, and Figure 2 and Table 2 of this report provide dimensions and details of extension sections. The lead sections and extensions are made of carbon steel round structural tubing conforming to ASTM A500, Grade B specifications, having a minimum yield strength of 50 ksi (345 MPa) and a minimum ultimate tensile strength of 58 ksi (400 MPa). The complete lead and extension sections are offered uncoated or with an optional galvanized coating complying with ASTM A123. 4.2.2 RDS2875 Helical Plates: The helical plates are cut from '/s -inch -thick (9.53 mm) steel plate and have outer diameters of 8-, 10-, 12-, or 14 -inches (203 mm, 254 mm, 305 mm, or 356 mm). The plates are deformed using a hydraulic press and die to achieve a 3 -inch, t'/4 -inch (76.2 mm, f6.4 mm) helical pitch. The helical plates are welded to the outside of the steel tubing of the lead and extension sections using a'/4 -inch (6.35 mm) fillet weld in accordance with the manufacturer's approved quality control systemhsas required to form the models listed in Tables 1 n^ report. The plates are made of carbon steel cc ASTM A36, having a minimum yield strength c /Iozal Page 5 of 12 1 Wheat Ridge a originally Issued: 04/0112016 Revised: 05102/2019 allows the bracket to be raised or lowered as necessary to the required height for the supported structure. 391 Valid Through: 04/30/2020 MPa) and a minimum ultimate tensile strength of 58 ksi (400 MPa). 4.2.3 RDS2875 Couplers: The couplers are made by welding 7 -inch (178 mm) lengths of 3'/2 -inch (89 mm) OD HSS structural steel tubing having a nominal shaft wall thickness of 0.300 inch (7.62 mm), to the leading ends of extension sections to form a bell-shaped attachment device. The couplers over -lap the extension tubing by 1 -inch (25.4 mm) and are welded in place using a'/4 -inch (6.35 mm) fillet weld. The couplers are made from ASTM A500, Grade B steel, having a minimwn yield strength of 50 ksi (345 MPa) and a minimum ultimate tensile strength of 58 ksi (400 MPa). 4.2.4 Brackets: Brackets are used to connect the supported structures or foundation elements to the tops of the helical piles. The brackets are made from steel plate and round structural steel tubing assembled in accordance with the manufacturer's approved quality control manual. The 3/x-, 1/2_, 3/4_, and 1 -inch -thick (9.53 mm, 12.7 mm, 19.1 mm, 25.4 mm) steel plates used to make the brackets conform to ASTM A36 and have a minimum yield strength of 36 ksi (248 MPa) and a minimum ultimate tensile strength of 58 ksi (400 MPa). The standard duty retrofit bracket tubes consist of structural steel tubing conforming to ASTM A513, Type 5 Grade 1026 specifications having a minimum yield strength of 70 ksi (483 MPa) and a minimum ultimate tensile strength of 80 ksi (552 MPa). The new construction bracket tubes consist of HSS structural steel tubing conforming to ASTM A500, Grade B specifications having a minimum yield strength of 50 ksi (345 MPa) and a minimum ultimate tensile strength of 58 ksi (400 MPa). The brackets are described in Sections 4.2.4.1 and 4.2.4.2 of this report. All completed welded bracket assemblies are offered with an optional galvanized coating complying with ASTM A123. 4.2.4.1 GTFP3BA Standard Duty Bracket: The Standard Duty Brackets (repair or retrofit brackets) are used at the tops of the lead or extension sections to underpin and support existing structures. The brackets have two ''/z -inch - thick (12.7 mm) steel plates welded together at a 90° angle to form a shelf to support the 3% -inch -OD structure. (98 mm) byThe shelf is 3 to welded 12 -inch -long (305 mm), inch -ID (79 mm) structural steel sleeve and a sleeve plate having dimensions of 5 inches (127 mm) by 9.5 inches (241 mm) by 3/4 -inch (19.1 mm) thick. The horizontal plate or shelf is 10 inches (254 mm) wide by 8 inches (203 mm) deep. The vertical plate, used to fasten the bracket to the existing structure, is 14 inches (356 mm) wide by 10 inches (254 mm) in height. Two %-inch-thick (9.5 mm) steel gusset wedges are welded between the sleeve and the underside of the shelf. An adjustable cap, having dimensions of 4 inches (102 mm) by 8 inches (203 mm) and 1 -inch -thick (25.4 mm), attaches to the sleeve plate using two 3/4 -inch (19.1 mm) all -thread rods with heavy hex nuts. The cap plate The vertical face of the repair bracket includes four '/16 - inch -diameter (14.3 mm) holes for use in connecting the bracket to supported concrete structures using concrete anchors, which are not supplied with the bracket assemblies. Anchors installed to support gravity, uplift, or lateral loads shall be designed by a qualified design professional and shall be galvanized in accordance with the recommendations of the designer and the anchor manufacturer for the application in which they are used. 4.2.4.2 GT2875-NCB New Construction Bracket: The New Construction Bracket is used to support new concrete foundation structures (grade beams, footings, or pile caps) where the bracket's bearing plate is cast into the concrete. The steel bearing plate is 4 inches wide by 8 inches long by 1 inch thick (102 mm by 203 mm by 25.4 mm). The plate is welded to a Y/2 -inch -OD (89 mm) by 2.9 -inch -ID (74 mm) by 7 -inch -long (178 mm) steel coupling sleeve that fits over, and is bolted to, the top of a lead or extension section using 3/4 inch (19.1 mm) standard hex cap screws and matching standard hex nuts. The bracket transfers compression, tension, and lateral loads from the concrete foundation structure to the helical pile. 4.2.5 Threaded Rods, Bolts and Nuts: The 3/4 -inch (19.1 mm) standard hex cap screws (bolts) used in joining the lead shafts and extensions and to connect the new construction brackets to the tops of the piles conform to SAE J429, Grade 8 specifications, having a minimum yield strength of 130 ksi (896 MPa) and a minimum ultimate tensile strength of 150 ksi (1 34 MPa). The standard hex nuts used with the standard hex cap screws conform to SAE J995, Grade 8 specifications. The standard hex cap screws and matching standard hex nuts are zinc coated in accordance to ASTM F1941. The'/44116(19.1mm) all -thread rods and matching heavy hex nuts are used to attach the cap plate to the sleeve plate on the standard duty retrofit bracket. The all -thread rods conform to ASTM A193, Grade B7 specifications, having a minimum yield strength of 105 ksi (724 MPa) and a minimum ultimate tensile strength of 125 ksi (862 MPa). The heavy hex nuts conform to ASTM A194, Grade 2H, or ASTM A5631 Grade DH specifications. The all -thread rods and heavy hex nuts are zinc coated in accordance to ASTM B633. 4.2.6 Welds: Factory welds used in the assembly of the helical pile plates, shafts, couplers, and brackets are completed in accordance with the product drawings and the manufacturer's approved quality control manual. Field welds are outside the scope of this report and shall be designed by a qualified design professional and inspected in accordance with 2015 and 2012 IBC Section 1705.2 or 2009 IBC Section 1704.3. CNy d Page 6 of 12 1 Wheat Ridge uEsNu EVALUATION REPORT 391 Originally Issued: 0410112016 Revised: 0510212019 Valid Through: 04/3012020 5.0 IDENTIFICATION 7.0 STATEMENT OF RECOGNITION: The Grip-Tite' Manufacturing Co., LLC Model RDS2875 Helical Foundation System components described in this report shall be identified by labels that include the report holder's name (Grip -Titer' Manufacturing Co., LLC), the product catalog number and description, the name and address of Co -Line Welding, Inc. Additionally, Model RDS2875 helical piles are identified by the prefix "RDS", the Standard Duty Brackets are identified by the prefix "FP" and the New Construction Brackets are identified with "NCB". The evaluation report number (ER -391) the IAPMO Uniform ES Mark of Conformity shall be used to identify the products recognized in this report. A die -stamp label may also substitute for the label. Either Mark of Conformity may be used as shown below: IAPMO YES ES O or IAPMO ER #391 6.0 SUBSTANTIATING DATA Data in accordance with the ICC -ES Acceptance Criteria for Helical Pile Systems and Devices (AC358), dated June 2013, editorially revised September 2014. This report describes the results of research carried out by the IAPMO Uniform Evaluation Service on Grip -Titer' Helical Pile Foundation System labeled in Winterset, Iowa, under the supervision of IAPMO UES, to assess its conformance to the codes and standards listed in Section 1.0 and serves as documentation of the product certification. Brian Gerber, P.E., S.E. Vice President, Technical Operations Uniform Evaluation Service Richard Beck, PE, CBO, MCP Vice President, Uniform Evaluation Service GP Russ Chan y CEO, The IAPMO Group For additional information about this evaluation report please visit wwwuniform_es._qroremeaatinfo uniform-�gnre, City of Page 7 of 12 ( Wheat Ridge U E REPORY s Originally Issued: 0410112016 Revised: 0510212019 0 A Fl,jure 1. RDS2375 Lead Sections Fl -jure 2. RDS2375 Extensions 391 Valid Through: 04/3012020 Of --" �77 K K Al' I i — D LM—IfIm (T P'. FN11re 3. FP3BA Standard Duty Remedial Repalr Bracket A, Ali M AtJ O '.�.., OI M' 4'j Ft 1✓ L ¢M 3" 0 ConnMing 4" min 0 Pile Shaft Oolts/NusIN Figure 4. RDS2375-NCB New Construction Bracket AS,Ri2: Jred by Dcslyn As Requited Dy DCs(n Figure 5. Grade Beam/Pier Cap with RDS2875-NCB New Construction Bracket City or Page 8 of 12 I Wheat Ridge UEg Originally Issued: 04/01/2016 Revised: 05/02/2019 Table 1 391 Valid Through: 04/3012020 Por su I men=a... Table 2 Dimensions of T ical Gri-Tite°' RDS2875 Helical Pile Shaft ATB D Material' Catalogs CrossSectional 3 Number Area' (1n') ASTM A500 5L'li IJ3 2.839 11 875 001125 3114 F,50 WI SL14x (1.96) Q.869) 39.871 1'S (013/16) 7F14 11175 7F14x 29.875 FU -58 WI n x75 E I F I 3F I G I H I 3H I I for st:linch=25.4mm;I BI- =6451 mm-; I Oso-o,e+••^^ •--- Footnotes to Tables 1 and 2: 1) Shaft and coupler material consists of round shaft structural tubing per ASTM A500, Grade B, minimum yield strength, Fy, of 50 ksi and minimum ultimate tensile strength, Fu, of 58 ksi. Helices are made from flat plate steel per ASTM A36, minimum yield strength, Fy, of 36 ksi and minimum ultimate tensile strength, Fu, of 58 ksi. Connection bolts are SAE J429 Grade 8, minimum yield strength, Fy, of 130 ksi and minimum ultimate tensile strength, Fu, of 130 ksi. The bolts are either zinc coated per ASTM B633 or ASTM B695, or galvanized per ASTM At 53. The helical lead sections and extensions are either bare "black" steel or hot- dip galvanized per ASTM A123. 2) Bear or black steel dimensions (dimensions galvanized): Includes reduced dimensions for corrosion and a 50 year design life. 3) Figure 1 of this report illustrates dimensions. 4) Figure 2 of this report illustrates dimensions. 5) Galvanized product have a "G" suffix added to the end of the product's catalog number; i.e., 2LS8 is bare steel and 2LS8G is galvanized steel. Page 9 of 12 r Clty of Wheat Ridge Dimensions of T ieai (;ri ...... - - ------ ------ Nominal Dimensions', (in) Shaft 1 J K 1 Catalog Cross - Material Number' Sectional AS B C D E F 3F G H 3H Area 1, (Int) 24 R IR.135 - 2 S8 24- 2LS10 24 12 IN.I35 - 2LS12 24 14- 21.S14 60 R- 5LS8 60 10 54.125 SLS1 60 12 - 54.135 - - SLS12 60 8 34 54.115 IU - 30.135 ASTM A500 172 2.839 p.8135 5LS810 60 Id - 54.125 - - - SIAM 60 10 30 54.125 13 34.125 5.875 1.5 5LS1012 60 12 J6 54.125 Id 18.135 FS -50 WI (13/I6) 5L51214 0.961 (2.869) Rd tl ]tl.125 - - 71.58- F. -S8 WI ]LSIO 78.125 - - 7LS12 84 8 3d ]0.125 10 54.135 - WStliU 84- 7LS14 R4 10 JO 7N.IE5 13 - 48.125 - - 7LS1012 8d tl 34 ]x.125 10 30 Sd.HS IS 2d.H5 71.581013 Rd ti 16 70.125 I4 - 42.125 - - 71,S1214 x4 10 30 79.125 12 30 43.125 IA 13.135 7LS101216 Por su I men=a... Table 2 Dimensions of T ical Gri-Tite°' RDS2875 Helical Pile Shaft ATB D Material' Catalogs CrossSectional 3 Number Area' (1n') ASTM A500 5L'li IJ3 2.839 11 875 001125 3114 F,50 WI SL14x (1.96) Q.869) 39.871 1'S (013/16) 7F14 11175 7F14x 29.875 FU -58 WI n x75 E I F I 3F I G I H I 3H I I for st:linch=25.4mm;I BI- =6451 mm-; I Oso-o,e+••^^ •--- Footnotes to Tables 1 and 2: 1) Shaft and coupler material consists of round shaft structural tubing per ASTM A500, Grade B, minimum yield strength, Fy, of 50 ksi and minimum ultimate tensile strength, Fu, of 58 ksi. Helices are made from flat plate steel per ASTM A36, minimum yield strength, Fy, of 36 ksi and minimum ultimate tensile strength, Fu, of 58 ksi. Connection bolts are SAE J429 Grade 8, minimum yield strength, Fy, of 130 ksi and minimum ultimate tensile strength, Fu, of 130 ksi. The bolts are either zinc coated per ASTM B633 or ASTM B695, or galvanized per ASTM At 53. The helical lead sections and extensions are either bare "black" steel or hot- dip galvanized per ASTM A123. 2) Bear or black steel dimensions (dimensions galvanized): Includes reduced dimensions for corrosion and a 50 year design life. 3) Figure 1 of this report illustrates dimensions. 4) Figure 2 of this report illustrates dimensions. 5) Galvanized product have a "G" suffix added to the end of the product's catalog number; i.e., 2LS8 is bare steel and 2LS8G is galvanized steel. Page 9 of 12 r Clty of Wheat Ridge uEI 6 391 s _ ® Originally Issued: 0410112016 Revised: 05/02/2019 Valid Through: 0413012020 Table 3 ..- r_-...n..H,.., m.......e rne, Rrin-Titet" RDS2875 Helical Piles 12 Allowable Ca acitles' and Recommenueu tr.aar.r.u... ...tee ................ ----- n..'ec .-••• ........ _ - - ---- llowable Axial Capacity Hot -DI Galvanized Limits4 ded rr Recommended M.elmmn Insmll.doo Torque s Ultimtte Torque C.p¢Ity, kl ( p,) Qu�rK1 Allowenl,BareSteel T.rmt,rgoe C.P.dty `,Product 1 eUntaraeed U/2 1Length, QuIi�QNLo' Cum renlon ki , kLu-O kLa.SkLu-10 kLu-15 Tension, (kip) Sher, (kips) Bending,) (R-k)T(rt-las) nIBJ C FI ASIA, WI WI N.2 4AlnnASTM Cou Ust ° 60.0 199 . 1.8 32.1 (377) 16.7 (18.4(2.76) 2.529,000 9,OIq 81 6] 40.5GrB J1.5Fu-58 1 35.0 16.8 8.1 1.Fy-50 Cou It. 411.8 19N.M 2 22A 13.4 7.2 4.1 C. lin s 26.0 15.0 7.4 4.5 Fnr SI: 1 inch = 25.4 mm; l n4bf= I.356Nnn; 1 kip 0000 a0 -4.49M 1 .1-645 2mm-; l ps, - u.89 nn;' ea -awe r 1) Section 3.1.3 of this report provides the description of unbraced length, soft and firm soil conditions. 2) Capacity ratings include an allowance for corrosion over a minimum 50 year service design life and presume the supported structure is braced in accordance with BC Section 1810.2.2 and the lead section will provide sufficient helical capacity to develop the full shaft capacity. Section 3.1.2 of this report describes applicable limit states that shall be evaluated by a registered design professional. 3) Maximum useable torque for calculating the pile's ultimate capacity using the equation Qmt = TKI. Maximum torque applied to the helical pile anytime during installation should not exceed 9495 ft -lb for the RDS2875 helical piles. 4) The listed capacity -to -torque ratios may be adjusted to lower values on a case-by-case basis, if necessary. The listed allowable capacity includes a minimum Factor of Safety (FS) of 2. A higher Factor of Safety may be used to estimate the pile's allowable capacity on a case-by-case basis, if necessary. 5) No eccentricity. Table 4 2.., p.-..dner catalog Number GA -Tire'" Standard Du and lNew r-onslruct".. n..'ec .-••• ........ _ - - ---- Hw Rl C FI Gi DH M All -Threaded Concrete Aw Bit Eh Fw Gw K RodsBolts Anchors' Product 4 ph Bt l D Eod Ft Gt L 0M dia: itch % P l At Bt Dt 01 0l length', (in) in in in in In In In in in 314 -lox 12 9.25 ASTM A193 Gr 87 Tit. HD Screw FPJHA 10 2 9.5 N 9/16 1.5 3 oad ASTM A194 Anchors, or FPJBAG 14 8 5 13 5 4 4.5 IJ/16 2n Henvy Hes Not, n,witlent III Ili 3IB 3-718 314 1 12.5 4 Fy-105 W1 1/2"x5.5" (Flgme 3) ll2 9116 Fu -135 WI RDS2875-NCB 8 1.5 3/4-10x4-1/2 - RD52875-NCBG 7 - - - 1J/16 SAE 1429 Gr.de8 4 - - 3113 (Fi¢ure4 Fnr81: 1 inch -25.4 mm; I psi -fi 89 U., I ssi- 1,mu pm I ) Main plate dimensions in direct contact with supported foundation. 2) 12 -inch -long all -thread rods and nuts are provided with the remedial brackets. Longer or additional rods may be used if additional lift is needed as necessary. 3) Concrete anchors shall be provided by the installer; '/2 -inch -diameter concrete anchors may be used to fasten the remedial brackets in place. The brackets were tested with four post -installed Titen HD screw anchors fastened through the face of the bracket into the side of a concrete supported footing with a 2,500 psi compressive strength. Anchors installed to support gravity, uplift, or lateral loads Shall be designed by a qualified design professional and installed in accordance to the manufacturer's recommendations. 4) Figures 3 and 4 of this report show the FP3BA and NCB Brackets, respectively. Galvanized products include the suffix "G". CRY of Page 10 of 12 1 Wheat Ridge u EEVALUATION REPORT ■ 391 s _ ® originally Issued: 04101/2016 Revised: 05102/2019 Valid Through: 04/3012020 Table 5 T... n. �.__.,__,, n..... ei—Irnt All..wAhIP Capacities by Product Catalog Number Forst: I hmh = 25.4 mm. I kip (100010n - 4.49 IN, I psi a 6,89 kPa, I k1i -1,000 pei 1) Main plate dimensions in direct contact with supported foundation. 2) Based on full scale load tests conducted using the Grip-Tite`' Standard Duty Bracket (FP3BA). The allowable capacities include a minimum Factor of Safety, FS, of 2; a higher Factor of Safety shall be used on a case-by-case basis, if necessary. 3) Systems that require uplift capacities shall include two 3/4 -inch x 2 -inch -long bolts thm the bracket tube sleeve into the existing shaft. One or two 3/4 inch diameter by 2 -inch -long bolts may be installed. As an alternative, the bracket may be secured to the pile shaft by other means as directed by a registered design professional. Corrosion protection, zinc coated per ASTM B633 or ASTM B695. 4) Fully braced foundation and shaft conditions. 5) Lateral capacities were tested using four Titen HD concrete anchors with a minimum embedment of 5 inches. 6) The brackets were tested with four post -installed Titan HD screw anchors fastened through the face of the bracket into the side of a concrete support with minimum 2,500 psi compressive strength. Anchors shall be designed by a qualified design professional and installed in accordance to the manufacturer's recommendations. 7) Figure 3 of this report depicts the Standard Duty Remedial Bracket, FP3BA. Galvanized product includes the suffix "G". CRY of Page 11 of 12 ' Wheat Ridge Grip -s uc o.o....... .. ....y RDS2875 Main Plate Dim. I ASTM A500 Fy ec 50 list Fu ne 58 ksi All -Thread Rods Concrete Anchors'" Product' Allowable Capacities' 3,4, 3, (kips/ Aw, Ah, At Bw, Bh, Bt Comp., Tendon,' Lateral, dla.-pitchx (In) 011) (kips) (kips) (kips) length, (in) (Ri) 3N -tux 12 ASTM A193 Gr 97 mE Then HD Screw Anchors, or ASTM A194 "W1.1ent FP3HA 14, 10, Ill 10, 8, I/2 27 9.5, 19 10 Nu SHHecay Hea n 1/2"s5.5" FP31 G A Fr -105 WI Fu s ISS WI Forst: I hmh = 25.4 mm. I kip (100010n - 4.49 IN, I psi a 6,89 kPa, I k1i -1,000 pei 1) Main plate dimensions in direct contact with supported foundation. 2) Based on full scale load tests conducted using the Grip-Tite`' Standard Duty Bracket (FP3BA). The allowable capacities include a minimum Factor of Safety, FS, of 2; a higher Factor of Safety shall be used on a case-by-case basis, if necessary. 3) Systems that require uplift capacities shall include two 3/4 -inch x 2 -inch -long bolts thm the bracket tube sleeve into the existing shaft. One or two 3/4 inch diameter by 2 -inch -long bolts may be installed. As an alternative, the bracket may be secured to the pile shaft by other means as directed by a registered design professional. Corrosion protection, zinc coated per ASTM B633 or ASTM B695. 4) Fully braced foundation and shaft conditions. 5) Lateral capacities were tested using four Titen HD concrete anchors with a minimum embedment of 5 inches. 6) The brackets were tested with four post -installed Titan HD screw anchors fastened through the face of the bracket into the side of a concrete support with minimum 2,500 psi compressive strength. Anchors shall be designed by a qualified design professional and installed in accordance to the manufacturer's recommendations. 7) Figure 3 of this report depicts the Standard Duty Remedial Bracket, FP3BA. Galvanized product includes the suffix "G". CRY of Page 11 of 12 ' Wheat Ridge wo 1 r r391 Originally Issued: 0410112016 Revised: 0510212019 Valid Through: 0413012020 Table 6 Grip-Titew' New Construction Bracket Minimum Embedment Depths and Allowable Capacities Fnr Sl: 1 .0 - [na mm; : eq' 1,.nm —1 I) Main plate dimensions in direct contact with foundation. 2) The listed allowable capacities are limited by either the punching shear capacity of the grade beam, bearing or bending capacity of the bracket plate, the weld strength between the bearing plate and the bracket sleeve, or the shear capacities of the connecting bolts. The allowable capacities include a minimum Factor of Safety, FS, of 2. A higher Factor of Safety shall be used on a case - by -ease basis, if necessary. 3) Systems that require uplift capacities shall include three % inch diameter x 41A -inch -long bolts thm the bracket tube sleeve into the pile shaft. Bolt corrosion protection shall be zinc electroplated per ASTM F 1941. As an alternative, the bracket may be secured to the pile shaft by other means as directed by a registered engineer. 4) Fully braced supported foundation and shaft conditions. 5) Figure 4 of this report depicts the New Construction Bracket, RDS2875-NCB. Galvanized products include the suffix "G 6) Connection of the bracket to the foundation as it relates to resisting side loads due to seismic forces and the provisions found in IBC Section 1810.3.11.1, is outside the scope of this report. Table 7 Lateral Load Pile Type Allowable Lateral Capacity Minimum Installation Depth fibs) RDS2875 30=18 15 For al: 1 inch -''-5.4 ..:I kip 0 000 164.48 kN, I ps: 4.89 kPr, I ks� I,OW p 1) Installation shall be in accordance with Section 3. 1.5 of this report. Installation is limited for use with new construction brackets. Minimum concrete edge distance to bracket plate is 4 inches. Clty of Page 12 of 12 1 Wheat Ridge D Proauc2l,akmn nusr.00r RDS2875 Main Plate ASTM 00 Dimensions FY 50 k. Fu = 58 ksi Product Allowable Allowable Minimum Concrete Cover Below (Tension) Compression and Tension Lateral Aw and Above (Compression) Capacities, (kips)""' Capacities, A the Bracket Plate, (in) Bare Steel or Galvanized kt s At 2500 sl PCC 2500 si PCC 3 Tenslun IA 8.2 4 Co. 1 Teminn 8.2 8 6 Com 14.8 Tenslun 14.8 2,5 RDS2975-NCH 4 a com 23.0 Tenslun 23'0 10 cu.p 32.9 1 Tendon 32'9 12 corn 4u.o Fnr Sl: 1 .0 - [na mm; : eq' 1,.nm —1 I) Main plate dimensions in direct contact with foundation. 2) The listed allowable capacities are limited by either the punching shear capacity of the grade beam, bearing or bending capacity of the bracket plate, the weld strength between the bearing plate and the bracket sleeve, or the shear capacities of the connecting bolts. The allowable capacities include a minimum Factor of Safety, FS, of 2. A higher Factor of Safety shall be used on a case - by -ease basis, if necessary. 3) Systems that require uplift capacities shall include three % inch diameter x 41A -inch -long bolts thm the bracket tube sleeve into the pile shaft. Bolt corrosion protection shall be zinc electroplated per ASTM F 1941. As an alternative, the bracket may be secured to the pile shaft by other means as directed by a registered engineer. 4) Fully braced supported foundation and shaft conditions. 5) Figure 4 of this report depicts the New Construction Bracket, RDS2875-NCB. Galvanized products include the suffix "G 6) Connection of the bracket to the foundation as it relates to resisting side loads due to seismic forces and the provisions found in IBC Section 1810.3.11.1, is outside the scope of this report. Table 7 Lateral Load Pile Type Allowable Lateral Capacity Minimum Installation Depth fibs) RDS2875 30=18 15 For al: 1 inch -''-5.4 ..:I kip 0 000 164.48 kN, I ps: 4.89 kPr, I ks� I,OW p 1) Installation shall be in accordance with Section 3. 1.5 of this report. Installation is limited for use with new construction brackets. Minimum concrete edge distance to bracket plate is 4 inches. Clty of Page 12 of 12 1 Wheat Ridge City of Wheat Ridge E -Res. `,Window Replacement PERMIT - 202000491 PERMIT NO: 202000491 ISSUED: 03/04/2020 JOB ADDRESS: 4701 Otis St EXPIRES: 03/04/2021 JOB DESCRIPTION: Replace 8 windows (2 kitchen, 3 living, 2 bed, 1 office), u -value = .30 or better *** CONTACTS *** OWNER (303)274-1940 MACDONALD STEVEN J SUB (303)945-1519 MATTHEW SEILER 180220 SEILER CONSTRUCTION *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 22,441.00 FEES Window Replacement 50.00 Total Valuation 0.00 Use Tax 471.26 ** TOTAL ** 521.26 *** COMMENTS *** *** CONDITIONS *** Both the front and back of this permit are required to be posted on the job site at all times. If the complete permit is not present, inspections WILL NOT be performed. Work shall comply with 2012 IRC & 2017 NEC. Smoke alarms shall comply with 2012 IRC Section 134. INTERIOR ALTERATIONS, REPAIRS, FUEL -FIRED APPLIANCE REPLACEMENTS, OR ADDITIONS, ANY OF WHICH REQUIRE A BUILDING PERMIT, OCCURS OR WHERE ONE OR MORE ROOMS LAWFULLY USED FOR SLEEPING PURPOSES ARE ADDED SHALL HAVE AN OPERATIONAL CARBON MONOXIDE ALARM INSTALLED WITHIN FIFTEEN FEET OF THE ENTRANCE TO EACH ROOM LAWFULLY USED FOR SLEEPING PURPOSES City of Wheat Ridge E -Res. Window Replacement PERMIT - 202000491 PERMIT NO: 202000491 ISSUED: 03/04/2020 JOB ADDRESS: 4701 Otis St EXPIRES: 03/04/2021 JOB DESCRIPTION: Replace 8 windows (2 kitchen, 3 living, 2 bed, 1 office), u -value = .30 or better I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Off ial and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division., 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge 0.-/04!2020 CDBP CDAMOUNTAMOUNT���� 'BP SP 4701 Otis St 521.26 ��� PAYMENT RECEIVE� 26 PP / 3381 521.26 AUTH CODS 72222765 521 26 TOTAL , Kimberly Cook From: no-reply@ci.wheatridge.co.us Sent: Wednesday, March 4, 2020 10:59 AM To: CommDev Permits Subject: Online Form Submittal: Residential Furnace/Boiler Replacement Permit Application Residential Furnace/Boiler Replacement Permit Application This application is exclusively for RESIDENTIAL REPLACEMENT FURNACE or BOILER - LIKE FOR LIKE ONLY. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes replacement residential furnace or boiler like for like? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) Property Owner Email Address Attach Credit Card Authorization Form - **DO NOT ATTACHED RANDOM FORMS** 8735 W 32nd Ave Wheat Ridge, Co 80033 Sharon Baldwin 720-560-8128 sbaidwins@comcast.net credit card authorization 1.pdf CONTRACTOR INFORMATION Contractor Business Tipping Hat Plumbing, Heating and Electric Name 1 Contractor's License 160087 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 720-799-8010 Number (enter WITH dashes, eg 303-123-4567) Contractor Email Address erin@tippinghat.com Retype Contractor Email erin@tippinghat.com Address DESCRIPTION OF WORK What type of unit is being Boiler installed? Number of BTUs 199000 What is the efficiency 95 (%) of the unit? Is the unit GAS or gas ELECTRIC? Where is the furnace or basement boiler located (for example, basement, crawlspace, etc)? Project Value (contract 12000 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit 2 has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Erin Eastwood Permit Email not displaying correctly? View it in your browser. Rough Inspection (continued) Date Insp ctor Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning Inspections from these entities shall be requested one week in advance. For landscaping and parking inspections please call 303-235-2846 For ROW and drainage inspections please call 303-235-2861 For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works 413 Flood plain Inspection 414 Fire Insp. / Fire Protection 415 Public Works Final 416 Storm Water Mgmt. 417 Zoning Final Inspection 418 Building Final Inspection Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. PERIMIIT: ADDRESS: JOB CODE: _ INSPECTION RECORD Inspention online form: http://www.ci.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 206 Water Underground R Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing 303 Roof Sheathing 304 Sheer Inspection 305 Insulation 306 Mid -Roof R 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS City of Wheat Ridge Residential Roofing PERMIT - 201707399 PERMIT NO: 201707399 ISSUED: 09/18/2017 JOB ADDRESS: 4701 Otis ST EXPIRES: 09/18/2018 JOB DESCRIPTION: Residential Re -roof to install IKO asphalt shingles - 22 sq Pitch = 4/12 *** CONTACTS *** OWNER (303)210-8057 MACDONALD STEVEN J SUB (303)433-6762 Todd Hackbarth 020443 T. Hackbarth Roofing *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,940.00 FEES Total Valuation 0.00 Use Tax 124.74 Permit Fee 140.90 ** TOTAL ** 265.64 *** COMMENTS *** *** CONDITIONS *** Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required, the 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. City of Wheat Ridge Residential Roofing PERMIT - 201707399 PERMIT NO: 201707399 ISSUED: 09/18/2017 JOB ADDRESS: 4701 Otis ST EXPIRES: 09/18/2018 JOB DESCRIPTION: Residential Re -roof to install IKO asphalt shingles - 22 sq Pitch = 4/12 I by my signature do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I an the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be p��rf"o ed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature ofOWNER or CONTRACTOR (Circle one) Date I. This permi {was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original�ppermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicabl , r any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Dane Lovett 7 0(70 7 _� l q From: no -reply@ ci.wheatridge.co.us Sent: Wednesday, September 13, 2017 10:35 AM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Follow Up Flag: Follow up Flag Status: Completed Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address 4701 Otis Street Property Owner Name Steve McDonald Property Owner Phone 303-210-8057 Number (enter WITH dashes, eg 303-123-4567) 65 —7 Property Owner Email Address Do you have a signed contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed Contract thackbarth@comcast. net Yes 4701 Otis St Wheat Ridge.pdf CONTRACTOR INFORMATION Contractor Business T. Hackbarth Roofing Name Contractor's License 020443 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123-4567) Contractor Address (Primary address of your business) 303-433-6762 9751 W. 44th Ave., Ste. 103 Contractor Email Address thackbarth@comcast.net Retype Contractor Email thackbarth@comcast.net Address DESCRIPTION OF WORK TOTAL SQUARES of 22 the entire scope of work: Project Value (contract 5940 value or cost of ALL materials and labor) Are you re -decking the No roof? 66 Does the scope of the No project include a flat roof (less than 2:12 pitch)? ' Does the scope of the _N6' i L O project include a pitched roof (2:12 or greater (� pitch)? Provide any additional House - Tear off existing shingles down to deck. Replace with detail here on the new - Asphalt - IKO description of work. (Is this for a house or garage? Etc) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work may not begin on this property until a permit has been issued and posted on the property. I certify that I have been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything stated in this application is true and correct and that falsifying Yes Yes Yes Yes Yes 67 information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Name of Applicant Todd Hackbarth Email not displaying correctly? View it in your browser. 68 T. Hackbarth Roofing BBB. Residential & Commercial L Since 1990 9751 W 44th Avenue #103 Wheatridge, CO 80033 Customer Name:- !Y -H-0 J 'e- M if. Anri '!5i W Date: _ qi Contact Info: Phone #: `3 y - % /CII`#: E-mail: Office: 303.433.6762 Fax: 303.679.3072 ThackbarthRoofing.com Property Address: Street#: SCity: CA ���r1�_o2 State: Insurance Company: S �� `ELV' i -I Claim #: C o zip: �-Oo33 Date of Loss: S- �f -I -) Type of toss: Ho:, Company Rep: N kc- =& Phone #: / 20 --7 3 I authorize T. Hackbarth Roofing to work directly with my insurance company on my behalf and to furnish all material and labor as listed below Total Amount of Estimate $ 1-ICl/11 K C 1% Sr (1 i m a.,Agreed upon price withf1he Insurance The owners out of pocket expenses will not exceed their insurance deductible in the amount of $ (Unless upgrades are added) Process payments of Contract price shall be made as follows: C V ilu -eV +� �'^ e C l e'e Policy Specifications: Non -Recoverable Depreciation Recoverable Depreciation Initial Code Up -Grade Coverage Initial Your project will begin once T. Hackbarth Roofing receives the initial down payment check. Final payment is due to T. Hackbarth Roofing once received from Insurance Company. All insurance supplement payments invoiced to insurance company to correct shortages in Original estimate will be paid to T. Hackbarth Roofing. We will furnish the following materials and labor as listed below: Tear off all layers of existing roof material: (layers) New Shingle: Initial Shingle Color: Initial Install felt paper to match existing: 151b _ / 301b Install Pipe Jacks 3/1 4/1 Install Furnace Vents 30x5° Z 50x70 70x90 Special Instructions: Fascia color: 81—OW /\ Protect all landscaping, pools, a/c units h Paint vents to match roofing material I_ L Haul off trash/debris and magnetic sweep Other Terms and Conditions: If deductible is more than stated above, customer agrees to pay the difference. In the event that Insurance Company only agrees to pay for repairs, neither par iy i5 buunu by iris contract. Customer agrees to provide a copy of Insurance Claim Report to T. Hackbarth Roofing Anon rereipt, A cancellation fee of 20% will be charged if customer cancels cuniray.i nfikr ir:;_1--r-'r agreed to replace the roof. **IF FOR ANY REASON THIS CLAIM IS DENIED THIS AGR'!-' By signing this contract you are authorizing T. Hackbarth Roofing and their affiliates to do the work as specified, and payments will be made as outlined above. Please real the reverserfor additional Ter. s. Date / T. Hackbarth Roofing Rep. Signature i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L-1 i" 9 - F , ,'n 1 Job Address: (-/-70 1 0 -V i'S 5 -1- Permit Number: 2 c r -7 y-7 3-1 -' ❑ No one available for inspection: Time =? CVPM Re -Inspection required: Yes eo When corrections have been made, call for re -inspection at 303-234-5933 Date: hlI Inspector: -r"D DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 e Ir Job Address: it '70 r Permit Number: -a o 1 -7 0 -7 -3 S 1 /4- 1. IC Q C -f -2 C ❑ No one available for inspection: Time I7) S(r AM M Re -Inspection required: Yes (So) When corrections have been made, call for re -inspection at 303-234- Date:- 'f� Inspector DO NOT REMOVE THIS NOTICE " 1 City of Wheat Ridge r 4o Residential Plumbing PERMIT - 102262 PERMIT NO: 102262 ISSUED: 09/27/2010 JOB ADDRESS: 4701 OTIS ST EXPIRES: 09/27/2011 DESCRIPTION: Replace 40 gallon gas hot water heater * ** CONTACTS * ** owner 303/421 -9489 Shelli Robins sub 866/898 -0008 Mariana Kitchukova 08 -0021 Colorado Delta Mechanical Inc. ** PARCEL INFO ** ZONE CODE: UA USE: UA SUBDIVISION: 0369 BLOCK /LOT #: 0/ ** FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 975.00 FEES Permit Fee 40.00 Total Valuation ,00 Use Tax 17.55 ** TOTAL ** 57.55 Conditions: Subject to field inspections. I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other appl Wheat Ridge Ordinances, fpr work under this permit. Plans subject to field inspection. SigMtuie of contractor /owner date 1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official. 3. If this permit expires, a new permit may be acquired for a fee of one -half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any Suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the Building Inspector twenty -four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan re 'ew subject to field inspections. Signature - f Building Official date INSPE ION REQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. o " City of Wheat Ridge Building Divlslon I, 7500 W. 29 Ave„ Wheat Ridge, CO 80033 Office: 303 - 235 -2855 * Fax: 303 - 235 -2867 Inspection Line: 303 - 234 -5933 Property Address: Property Owner (ple Date: Plait #: Permit Building Permit Application J-ILL iS CS ss print); Phone 3�3 of 00 Mailing Address: (if different then property address) Address: j City, State, Contractor: .Z 1`U0C` Contrac License #: 44 - 60 2 ( Phnna: Sub contractors: Electrical City License #: Company: Plumbing City License #: Company 66 - 69A - 5a 73 Mechanical City License #: Company: Exp. Date: Exp. Date; Exp. Date: Approval Approval; Approval: Use of space (description): Construction Value: $ Description ark; ( seta/ celatedpertltesuudrnpvalueGoncae ,sheet) 40 9 a,1 d s 38 000 Plan Review (due at time of submits): $ W C, r r Sq. Ft./L.Ft added; Squares BTU's 3 �Gallone 40 Amps .+n QJWn r U Ur UNPORSTANpING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City Of Wheat R dgs or Covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full reS Dnslbllity for compliance with the Wheat Rid ®®e Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plane subject to field inspeavan, C/RLCEONEI OWNE (CONTRALTO or PERSONALREPR S T TIVEof R ( CONTRATOR) CRINT NAME: M e D SIGNATURE: Date; ZONING COMMENTS: Zoning: Reviewer. PUBLIC WORKS COMMENTS: Reviewer. BUILDING DEPARTMENT COMMENT& Reviewer. OCCUPANCY. FIRE DEPARTMENT:: 0 approved w/ at mmenls O disapproved 13 no review required I Bldg Valuation: $ DEPARTMENT USE ONLY b 'd 1905 'ON 3A31S MH:6 0106 'tZ AIS ♦ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 237 -8929 Fax INSPECTION NOTICE Inspection Type: _ �F Job Address: _y70/ (977 S S7"" Permit Number: ibio /© Ifv�i�o27 ❑ No one available for inspection: Time ; ov lq pm Re- Inspection required: Yes Vol_ *When corrections have been made, call for rre inspection at 303 -234 -5933 Date: 1p Inspector: s DO NOT REMOVE THIS NOTICE IDL D. April 21, 2010 Olshan Foundation Repair and Waterproofing I655 W. Girard Ave. Englewood, CO 80110 Subject: Review of Foundation Repairs at 4701 Otis St., Wheat Ridge, CO 80033 As requested by Olshan Foundation Repair, we have reviewed the repair proposal and installation from Olshan Foundation Repair regarding the repairs made to the above referenced residence- Olshan Foundation Repair presented the repaired portion of the foundation using 8 exterior segmental pre -cast concrete and steel pipe Cable Lock T' piles beneath the above referenced location for our review. The pile locations and spacing as represented were found to be in general compliance with industry standards, and generally in accordance with Olshan Foundation Repair's proposal. In our opinion, the piling depths in conjunction with the pile driving force are generally appropriate for this type of structure and for the area where the work is being performed. The repair work performed to the subject location has been acceptably completed in accordance with good industry practice for foundation repair work using pre -cast segmental piles. The repairs performed on the subject location should be expected to stabilize the foundation movement observed prior to the foundation repair work. In instances where partial repairs are performed, meaning the entire foundation has not been underpinned, potential differential movement may occur. It should be noted that partial repairs modify the design of the foundation and while partial repairs are generally accepted industry practice the possibility of future movement should be recognized. Non - supported areas are generally not covered for downward foundation movements by the contractor's warranty. The future performance of the foundation system on the subject location should function as generally intended, provided proper soil moisture is maintained and there is not a loss in the load bearing capacity of the soil beneath the foundation. Soils should be graded such that there is positive drainage away from the foundation or a drainage system can be installed to prevent water from pending around the foundation. A. foundation maintenance program is recommended which can be found at wwn foundationperformance .ore We appreciate being of service. If you have any questions or require additional information please contact the undersigned. Regards, Ron Roche, P.E. SEC Engineering, LP �1 o}.Z \ \ CJ 8400 N. Sam Houston Parkway W., Suite 200, Houston, Texas 77064 Tel. 281-664-8440 Fax. 281-664-8457 760.67 City of Wheatl Date. °~2 j XJ/l% COMMUNITY DEVELOPMENT j Plan # lC/ Building & Inspection Services Division permit # 101040 7500 W. 29th Ave., Wheat Ridge, CO/ 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Building Permit Application ` p r o p e r ty Address q70 I O i- i s SA, Property Owner (please print): S be-w i~ o bi N s Phone: 303) N2/ `l y8r( Mailing Address: (if different than property address) Address: u70 City, State, Zip: 1nJ h e~ i- f~, cPa C C'O . c~300 33 Contr~actoi?: ~ ~ S ~Ce tV ~~A N Da i Contractors City License Phone: (g - l q33 Suti Contracfors+ F Electrical Plumbing: ~j[) Mec~anical: City License # City License # City License # Descr~ptlon:ofwork S~r~~c~-1,tr~,,~ ~ Contract xalue: $ I a oo P Review Fee (due at time of submittal):... _ $iC? Squares BTU's Gallons Amps Sq Ft. OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I. have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLEONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR`) PRINT NAME: 1 GMcp y Q SIGNATURE: l DATE: ✓ t .sl / r-' l w- ~ r ti Jr ~ ✓,sY yy5/v , v .,r /f " F r✓, ,'DE~?ARTMIENT.UISEONL,Y r ~ ~ r; ,,y r~ONING COMMENTS vr~ wr ss> ,F"r ,%`r ~ zrn'FV~3;~ksi^; r~.su+sr' Y'~; ~r,, zN~K Yr c;✓ t/ 6 -Y S A Y / J 6 J x ✓{~F^l'~si1lJl `l / Zomn rr !~h ~ x/ ° ry ✓ )t i< ~,✓✓y~5✓ N~/ are 1 r ✓✓J r- > , e > ~ r -i+, r r✓ t Jl, , >r c ¢ ✓r 2:,.°r' r✓c s/ s" S 3.,' : R r s !v^."', a s UeVle er Y ✓9C L r+ rr ~S r a?? ~ r'S / ? r n ~ J iT~ 1 rS~ ✓ r' ~ ~i ,t r fr~f'✓v~ f ~ 5,"T~ n / / / ^ /F !a , ~ a c' ' 8' ~ ✓ ,ti 'r ,s-~ r r;, ~ 9 r r^ .,4W" ~ :ra ~ 4~' > r ✓.sBUJLDING DEPARTMENT COMMENTS rs y""n°`/' '~c 2,~ y d ^ ~ fr 3"lrrcr,'y.,~'~z~~%'ar~' i 9 rs ~~%s rr f / ✓ 'rl> r✓ ReVleµ~~ ~ j~'i .Fir, .rw ~4;.~ 2./,:~,:. Y;, s .✓^'~r c~ .r, .✓r r r~urt / / r ~ Y=. t < y > / ~ A e~ /r:- ~ r n~ FM ua.. Cr-E.~~^,i~i ~cL'Y ti'" 3 r s rr '.r s ✓cr,l v o r a 6 r ✓ / / F ✓ 5 r .'S,~`^~i^~';.,,.: ,y ll✓ '"Y ws hr.y✓.i Yr,~~ ~"e G ~ a / r,~ 4 r/ D ~ ~ j1{ ~ ~~',~~"~"~~"~'/'~✓~¢~,'~.~✓)',;,cy~C4~IO~exir . `~~~~'O~l Leas. r~2,y~1o^af~,aeC..r'~5:. ✓ ^ r ,r .rr YP z '+rr G r 'S s<`L ✓3~s .^i" ^I; r'~'y~c aj /r nrr, rs ✓ ro S 'Y I r M"Y' S`~'' ~ y ~ ~.iv ygrF ~ F,.a Y c p v / UBJ.IC WDRKS?COJv11dE ~,„S iF,„ 3"y1,syf ~ t ` Fr r s`~,=s. ,F s~~ 3.: °`'z'arr/r~ s 1 r. ~CiCi~PAIfG~ ' Reviewer r ~ 3' J \ L' g l l i 1'. / rr~ ~ a .L, sr rr '7 r' /i F > . s r~ ~ i„L~ .z>.. / R r F1RE DEPARTME T r~7 a rOVed W/ C ✓ PP pmmphfs L7 disapproved {7 rJO reyamred Bldg Valuation: $ / 906 O° ?c r 777TT77=~ - 7-7, 77 BBC ENGINEERING, LP - er.w, # /ot'oi,(O Wheat Ridge Building Department Approved March 31, 2010 ~7~G yO Olshan Foundation Repair and Waterproofing BUI OFFICIAL DATE 1655 W. Girard Ave. Validilyotpermi The issuance of a permit or approval of plans, specifications Englewood, CO $0110 and computations shall not be a permit for, or an approval of, any violatlonto any of the provisions of the building code or of any City ordinances. Subject: Review for Permit Letter t?anpits presuming to give authority to violate or cancel the provisions of the Building codes or other ordinances of the City shall not be valid. Re: 4701 Otis St., Wheat Ridge, CO 80033 BEC Engineering, LP {BEC) has reviewed the sketch and the foundation repair system proposed for the subject location. In BEC's opinion, the proposed foundation repair should stabilize the foundation movement that has been experienced at the subject location provided proper installation techniques are used based on the manufacturer's recommendations, specifications for pre-cast concrete segmental pilings FPA-SC-08 latest edition which can be found at www.foundationperfonnance.org, industry standards, and proper foundation maintenance is performed. A foundation maintenance program can be obtained at the Foundation Performance Association website. The areas that are represented by cross-hatching on the attached sketch are the areas, in BEC's opinion that will be affected by the proposed foundation repair system, provided the foundation system is of acceptable strength. If the actual strength of the foundation system is found to be inadequate to support the spacing of the piles as shown on the attached sketch then additional piles may be required to support the foundation. BEC appreciates being of service. If you have any questions or require additional information please contact the undersigned. ®0AIS®®®9I8aa~8aFaa~~®o< Regards, Ron Roche, PE BEC Engineering, LP 3'3 APPROVED Subject to Field Inspections Wheat Ridge Building Dept. Date: a~ %O 8400 N. Sam Houston Parkway W, Suite 200, HohS GJ`155M 7 i>•"-ii'f~ Plan checker Tel. 281-664-8440 Fax. 281-664-8457 Email k}tLcckonraalbecene.net MaeMma aSoef®¢por ~myu~wuww i MRR-11-2010(l1ED) 10:26 Olshan Foundation Repair C`1 M CD' (FRX)303 762 0592 eu v ° x a a ~ N a 3 8 Q ea z Z Q p V cf) • J n w r d Q d p y 4 di_ ^ ® L11 b N tom- U0. ®'3 %P 5 -a° M2 , U C CL S V Q V N ~ l3 ® N C R W C 32 > - O:2 j m `O _V r n 0 m R w ca P. 002/002 ~o 0 m c M0: x~ Er M M ~ Uj 0 Y US 0 c cl~ - Q~ 0 m v3 CP tPJ fV \ 'LLVe! _ ~ ~ iT r' 09 ~ ~ lV Y•... ~ G p o : X •'h, i!1 ~J Cf W U c_aa7___..__ E 4 w o x,o w: co w V i ✓p\'U I Q UU N ♦ L4' CITY OF WHEAT RIDGE Building Inspection Division 'r (303) 234-5933 Inspection line r(303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: 0 Job Address: '~-7 b ( Permit Number:° Z. ❑ No one available for inspection: Time 142 1 AMW\ v r Re-Inspection required: Yes CNo i ' When corrections have been made, caU for re-inspection at 303-234-5933 Date: Ul L~7 Inspector: 1 y\y j DO NOT REMOVE THIS ~OTICE INSPECTION NOTICE r INSPECTION RECORD occupancy/Type 'ZINSPECTiON LINE: (303) 234-5933 Inspections will not be made unless this card is posted on the building site Call by 3:00 PM to receive inspection the following business day. INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DATE INSPECTOR INITIALS COMMENTS: - Footings/Caissons - Stemwall;/ (CEG) Concrete Encased Ground Reinforcing or Monolithic Weatherproof / French Drain Sewer Service Lines. Water Service Lines '-'POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED 'CONCRETE SLAB FLOOR Electncal (Underground) Plumbing (Underground) Heating (Underground) DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED ROUGHS Sheathing, ?Lath / Wall tie Mid-Roof aP3oJe 04'4_ @ i c' u cr2 Electrical Service ez a - . `Rough Electric :Rough Plumbing '-Gas Piping.; .'Rough Mechanical 7ABOVE INSPECTIONS TO BE SIGNED PRIOR TO PROCEEDING Framing Insulation Tywall Screw (IINALS Electrical Plumbing Mechanical Roof , BGtlding Final ' Tire Department R O:W & Drainage INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WOR Parkl ,q Landscaping ( SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPF I Oc PROTECT THIS CARD FROP 0 ♦ i CITY OF WHEAT RIDGE Bung Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office •'(303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Mic) RDaF Job Address: ~'r701 04 1,5 S~, Permit Number: U'y 33bS ❑ No one available for inspection: Time AM/PM Re-Inspection required: Yes No When corrections have been made, call for re-inspection at 303-234-5933 Date: 10-20-oO Inspector: 97 / DO NOT REMOVE THIS NOTICE 44' City of Wheat Ridge Residential Roofing PERMIT - 093365 PERMIT NO: 093365 ' °ISSUED: 10/15/2009 JOB 'ADDRESS: 4701 'OTIS ST 'EXPIRES: 04/13/2010 DESCRIPTION: Reroof'18 sqs: ***CONTACTS owner 303/356-1784 Shelli Robins sub 303/791-2223 Eileen R. Ponzlo 01-8699 R T P Roofing Co. **PARCEL `INFO ZONE. CODE: UA 1 ?USE: UA SUBDIVISION: 0369 BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: !8,235.00 FEES Permit Fee = 217.50 Total Valuation ,00"p¢ Use ..Tax 148.23 TOTAL 365.73 Conditions: ' 6 nail installation & mid roof inspection required. Board sheathing spaced more thana 1/2 of an inch apart requires plywood overlay on entire roof. Iceand water shield required from eave edge to 2'.:inside exterior walls. ***Contractor/Property owner shall provide ladder(s) secured in place for inpsections:: Subject to field inspection. I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record;. that all measurements shown, and allegations made ft e accurate; that I have read and agree to abide.: by all conditions printed on this application and that I assume full res ns' i y for compliance with.. the Wheat Ridge Building.. Code(I.B.C) and all other applicable wh id e Ordinance f wor u er this permit. Flansa jectto field inspection. S' a of contractor owner ate This permit was issued in accordance with the.:prwisions set forth.: in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any. other applicable ordinances of the City. This permit shall expire: 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official'. If this permit. expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. 'If changeshave been or if suspension or abandonment :exceeds one (1) year, full fees 'shall be paid for anew permit: Nowork of any. manner shall be done that will change the natural flow of water causing a drainage problem. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card. before proceeding with successive phases. of the job.' The issuance of a permit or the approval of drawings andJ specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any :other ordinance, law, ;rule or regulation All plan review is subject to field. inspections. 35-2855 'OLLOWING :BUSINESS DAY. ~oF W"E^rR City of Wheat Ridge Building Division m 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 CO<ORA00 Inspection Line: 303-234-5933 Property Address: Property Owner (plea Mailing Address: (if different than property address) Address: Contractor: Contractor License 6Y ,5ub.Contractors: Electrical City License Company: Phone: Plumbing City License Company Date: Plan M Permit#: Mechanical City License Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: Use of space (description): Construction value: $ Description of work-. (as calculated per the Building Oluation Data sheet) Plan Review (due at time of submittal): $ Sq. Ft./L.Ft added: Squares BTU's Gallons Amps OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C1 and all other applicable Wheat Ride Ordinances, for work under this permit. Plans subject to field inspection. 9~'---., CIRLCE ONE:: PRINT NAMES, Bldg Valuation: $ Building Permit Application m o 0 m ~ IN v 4~ 0 Z I~ ~ m m c O m m ~ S ~ e $ g ~ ~ ' °c e o m M S wQ 7 ~ ID w v_ ~ ~a d° a0 1 0 t m ~ o 'Er (D y O (Oto ~o 0 = to . ~ 0 S O ~ ~~od 0(D m 3ay •fD• g a W lb o~ y~ `O a < o :r ~ y N N ~ ~(D ~ m ~ a O ~ CA 1° 3 m ~ m N N IG N < a C- 0 Q 0 d a .~i ~ r = Z . ~ : ~ 1 0 ,n w 2 w a a' N ~ ~ ~ m cn a C) m C ~ v ~ Y/ m a ~ 3 Z ~ City of Wheat Ridge Residential Mechanic PERMIT - 070117 PERMIT N0: 070117 ISSUED: 02/20/2007 JOS ADDRESS.: 4701 OTIS ST EXPIRES:OB/19/2007 DESCRIPTION: Install 120K . STU boiler e*»CONTACTS..*** . . . owner 303/421-9489 Shelly A. Robina . gc 237/.65-33.. 01-7140 Atlas HeSting Service Co., Inc PARG **EL INFO . . . . . ZONE.COIIE: UA USE: R-3 . SUBBIVISION: UA , BLOCK/LOT#: 0/ FEESUMMARY ESTIMATED PROJECT VALUATION: 12,600.00 . . . FEES . . . . Permit Fee. 290.30 ' . Total Valuation .00 Use Tax . . 226.80 TOTAL 517.10 Comments:. . Rsplscement bdlaoilfumaoss - Minknum of 8096 AFUE 8oilerslfumaces m INw tonqnxEfon - Minhnxe of 9096 AF1E' Setback ThermoNat repuired (Exoept for HydromC HMt) Gas Water Heaters - Mmimum of .80 Erieryy Fadnr EWnc VWbr Heate►s - MNdmum d.93 EnerW Frc* , InauWion renuir}~ts: 0 R-21 ViYft • R-38 CAiiyp • R-19 Crawl3aoes 8R-!9 BwnwK wrM ' I hereby certify ChaC the setback diatancea propoaed by thie permit application are accurate, aad.do rmt violateapplicable oidinancee,.rulea.or regulatrone of the City of wheat Ridge or covenante, eaeemente or reatrictionOoP iecord; that all. measuremeat6ahawn, andallegatione made are accurate; that I have read and agree toa6ifle by all:conditione prinied on thie applicati and thaCIaesume full reaponaibility for compliance with the Wheat Ridge B¢ilding Code (I.B.C) and all other applica t4heat Ridge -0Tdinancee, for work undez t ezmi. Plane subject to field in9pection.. ~ / 1 . . . Sign ureof contractbr/ovmeY/J date 1. This.permit wae ieaued in accordance `h ehe provieione eet forth in your application and le eubjecttothe lawe of the State ofCOlorado axul to the Zoning Regulatione and Building Codee of Wheat Ridge, Colorado or aay otHer appllcaDle ordinancee of:theCity. . . 2. Thia pezmit ehall expire 180 days from the ieeue date. Requeste For an exteneion muat 6e receivedprior to erzpiration . daCe.M exteneion may be granted at the diecretion of the Huilding OfficlaL 3. Ifthie permitexpiree, a new permit may be acquired foz a fee of one-half ehe amount rtormally iequized,'provLded no chaxgee.have been or.will be made in the original plana and epecificatione and any euepeneion6rabaxfdamnenthse not. excelded one (1) year. If changee have been or if auepeneion or abandonment exceede one (1) year; full feee ehall . be paidfor anew pesmit.4. No workof'any maniieYahall be done that will change the natural flow of water catieing a dsainageproblem. . 5. Contractorehall notify the Huilding Inepector twenty-four (24) houre in advance for all.inagectione andehall receive 'written approval on inapection card before proceeding with euccesaive phases of the job. 6. The.iseuance of a permit or the approval of drawinge and epecificatione ehall noC be conaCruedto bea'peimitfory nor an appzoval of, any violation of the provieione of the building codes or any other ozdinance, law, rule or regulation. All pla~iew.ie ' ' to field inepec[iona. SlyffaEGYe. 00,Ctiief~ii~ffical date IN888CTIONREQIISST LINSs (303)234-5933 BUILDING OFEICE: (303).235-2855 REQUESTSMUST BE.MADE BY 3PM ANY BUSINESS DAY FOR INSP&CTION THE FOLLOWINGBUSIbIE55 DAY. DEPARTMENT OF PLANNING AND DEVELOPMENT Buiiding Permit Num;,er : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE Date : WHEAT R1DGE, CO 80215 qppLICATIo N Property Owner: °roperty Address : ¢701 6~'75 -5T"" Contrectar License No. : ! 7/40 Pnone : 303 -4Z 1- 9489 Company : [.AS/lEfri./h s64. eo .l.vz~- Phone : 3o3-237- 46-~ZF3 OWNER/CONTRACTOR SIGNATURE OF UNDeRSTANDING AND AGREEMENT 1 hereby certiy that the setbaek distanees proposed by this pertnit appliption are accurote, anC do not vialate applicable ordinances, rules or regulations ot Ne Ciry af Wheat RiCge or covenants. easements or restnctions ot rccord; that all measurements shown, and allegations -made are accurate: tnat I have roatl antl a9rce to abide by all conCrtons printed an Nis applieation. and that I assume full responsibiliry for complunoe with the Iryheat Ridge Buildiny Coae (U.B.C.) and all other applipble Wheat 'Cge Ortfiwork untler this pertnR . r (OWNER)(CONTR4CTOR) SIGNED (,!J pATE ConsVUCtion Value : Permit Fee : Use Tax : Use: Description : - BUILDING DEPARTMENT USE ONLY -O-°~. - .-m. -~,T SIC Approval: Zoning : w Approval: nubT__- e~ - Approval : Occupancy : Walls Electrical License No : Company : Expiration Date : Approvai: Roof Plumbing License No : Company: 6cpiration Date : Approval: Mechanical License No Company: Expi2tion Date : Approval : (i) TTUOVmkruwuwmscoaryypwNlMPwsiasam faMm Rwuymn..m Bura.rj ceft a wnu~ nici.: cainam a r°p1f aoowmn am e■iq.c ee mw ews er m. Sua a caoraae ww ro n,e:a.q (2) Thn Domm anaN amn if (A) 0is wak aWVaeE n not ~►atllr pptidDie ertln~iae of M CMy. aeaMw+M br a wnotl ef 120 0sys. ~+~'a0 wrtMn awly (e0) Cays~hom usue aata w(8) me Ouiltlinq autnonze0 is aus0eneea w (3) 1 ' perrinKaWea.anwDawtnevEer~i1.ebar...r~_._.._____ . . (4) No wak Of irY r (s) ca+aacw.wu (e) TM w~im~e~~ Ne a 0od lar a nww Sq. Ft. : Stories : Residential Units : CvvWeC ro tlwqesNM Eaan a wip Oe nu0e n IM l Yeu. tt duig"an mWe a a awpanann a aerqpwnM I ON iYOxal Ibw d wrtM caumq a damap OA7M'R W R4) ~an m aw+no ta ax woa~ons ane snaY ncrw wniRm apqo~y m imvaebon e~a ONa~ eiki ~ anatl not 0e mouwa b W a DamW br. nor an aoPwY W. +^Y v~daeon ot ne powaions r a TOtal: Chiet Buiiding Inspeetor E . . . . . . . . . . . , , . . i . . . DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 11580 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 12/612000 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 4701 OTIS ST Contractor License No. : Phone : 421-9489 Company : Phone : OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certiry that the satback distances proposed by this permit appliwtion are accurete, and do not violata appliwble ordinances, rules or regulatlons of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read end agree to abide by all cond'Rions printed on this applieation, and that I assume full responsibil~'ty for comPliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable WF- at Rigge qqdinaJ=s, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED ~~B -a== DATE /Z Description : SERVICE CHANGE ConsUuction Value : $1,000 .00 Permit Fee : $38 .75 Plan Review Fee : $0 .00 Use Tax : $25 .00 Total: $63 .75 Use: BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval : Zoning : Approval : Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Company : Plumbing License No : Company : Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: (1) This permtt was iseued in accordance with the provisions set forth in yopur epplicaUon antl is sub1'ecl M the laws of the State of Coloiatlo and lo the Zoning Regulations antl BuiWing Cotle M Wheal Ritlpe, Coloretlo or erry other eppliceble oidinances of the City. (2) This permit shatl e~ire if (A) the work authonzetl is not commenced within sixly (80) tlays Irom issue dale w(B) the building auMorized is suapended or abandoned for e penotl of 120 days. (3) If Mis pertnit expires, a new pemnR may be acqulretl for a lee of one-half the amount namalty requirad, providetl no changas have been or will be matle in the oripinal plans and specifcations and any suspensbn a aEantlonment has nol exceetled orie (1) year. If changes are maAe or'rf suspension or abandonment exceetls one (1) year, fuli fees shall Oe paitl tor a new pertniL 4 No work of arry menner shall De tlone that will change the natwal Bow of water causinp a draicage problem. 5 Contractor shell notly the Building Inapector twenry-four (24) hours in atlvance for ell Inspections and shall receive wnlten approval on inspection wrtl before praceetliing with successive phesea of Me1'ob. (8). The is of a peimk or the approval M drawings and specificetlons shell not be construed to be a permit /or, nor an approval of, arry Nolatlon of the provisions uil nJ _c9de9_wpny other ortlinance, law, rule or regulatlon. DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION L1NE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) PropertyOwner: C,l,rt ~;ncl Shc((, ~ b Property Address : 1-17p j 6}, .N St Contractor License No. : BUILDING DEPARTMENT USE ONLY Company : Phone: OWNEWCONTRACTOR SIGNATURE OF UNDERSTANDING ANO AGREEMENT I hereby certi(y that the setback distances prooosed oy this permit application are accurate, antl do not violate applicable ordinances, rvles or regulations of the City of Wheat Ritlge or covenants, easements ar restnctions of record; that all measurements shown, and allegations maCe are accurete; that I have read and agree to abiae 6y all conditions pnnted on this application, and that I assume fu11 responsibility for compliance with the Wheat Ridge BuilCing Code (U.B.C.) and all other applicahle Wh at Rid ordinance , for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED `L. DA7E_L~C)0 Description : 5--,,,/0tLC. C,'~a^X Approval: Zoning : ~ Approval: Approval: Occupancy': Wails Electrical license No : Company : Expiration Date : Approval: Building Permit Number : Date : Construction Value 0 G P Permit Fee : Usa Tax : Total: V ~C : SIC Phone : 303 -U LI - iJd-lj Sq. Ft. : Roof : Stories : Residential Units : Plumbing License No : Mechanical License No : Company : Company : Expiretion Date : Expiration Date : Approval: Approval: (1) Thia permit waa isweE in aaatlanp~kh the prpv'yoris setloM in yopur aPPliratlon anC ia Subject to the laws af Ne Shte a! Colo2EO anE ta Ne Zoning Cqpe p/yyn~ RWge, CaleraAO or any oNer applipble ortlinantaa of pro qry, aCanEOnetl Regulatlona ror a and penotl Bu4E4ry at i20 Cayy (2~ Thm pe^~it 3~ll °xp~ if (N ~ woi% autlhorceC is not wmmenceE wipun aiz~y (80) Cays homiuus Caro or (8) Me 6uilCinq auNOnzeC is suspenCeC or ~'N's P~plans°X~~ Plm' °^m ~N ~Y 7e xRUrcE br a!ee cf ono-half Ne amount no ti~pq~it exceetls one (1) Year. 'pe !WI (ea ay ~liyl y a 6e m paq mfor a new Pe reQUirM, prcvided na Uanges hava Ceen or will be maEe in Ne a~9ina1 anC ~~n or apanCOnmern ha~ ~ot exeeeCeC one rtnaly (1) year, if Uanges are rtuda or i! swpensian or aban0onment (a) No wwk of amy mannK yvy pe done Nat witl Myye the naNral Ilow of watx nuyng a Eninaqe problem. (5) pCmanctreaecCtIor shyl nadty tlf~ giyq~w~y Inap~pp rywry,~pur (24) haun in atlvance (cr all inspacyp~a and shall ~Ne written aPPrpval on insP~'Jan artl 6erore (e) Tha iaau W o a pelhs ~pprwal"of~0. of t~e builtling mtles y y~y py~ IXyin '^gs a^dG~tlatlons Mall not be mnsWeE tc pe a pertnit for. rpr an aPP~nval of, any viola0an o! the P~ovivans anCQ, l9w. Nla ar Chief Building Inspector